Document Everett_doc_586ecdc238

CITY OF EVERETT Design and Construction Standards and Specifications for Development Approved by: Ryan L. Sass, P.E. Public Works Director City Officials: Mayor Cassie Franklin Council Members Liz Vogeli (Position 4) Paul Roberts(Position 1) Scott Bader (Position 5) Jeff Moore (Position 2) Brenda Stonecipher (Position 6) Scott Murphy (Position 3) Judy Tuohy (Position 7) Distributed By: Public Works Department 3200 Cedar Street Everett, WA 98201 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS FOREWORD The Design and Construction Standards and Specifications for Development are prepared by the Public Works Department of the City of Everett in accordance with Ordinance 898-82. This document is intended to be used in conjunction with the current WSDOT Standard Specifications for Road, Bridge and Municipal Construction and current city policies and procedures. This edition and updates apply whenever any public or private work is performed within the street rights of way or public easements of the City of Everett including work performed by private parties at their own expense under authority granted by ordinance of the City Council or permit process of the Public Works Department. A document such as this is constantly being updated due to new technology, environmental considerations, federal and state regulatory requirements, changes in policy or procedures and methods of design and construction. Updates to this manual will be posted to the City web page (www.everettwa.gov) as they are approved and the version posted on the City Web Site shall be considered the most current for Public Works and private development. Paper copies of this document may be obtained at the address below for $25.00 per copy. City of Everett Public Works Department 3200 Cedar Street Everett, Washington 98201 (425) 257-8800 Sincerely, Ryan L. Sass, P.E. Public Works Director ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS Design and Construction Standards & Specifications For Development Volume I Specifications Volume II Standard Drawings Prepared by: City of Everett Washington Public Works Department January 2019 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS Design and Construction Standards & Specifications For Development Volume I Design & Construction Specifications SECTION 1 - GENERAL CONSIDERATIONS SECTION 2 - EROSION AND SEDIMENTATION CONTROL SECTION 3 - STREETS AND RELATED WORK SECTION 4 - STORM AND SURFACE WATER SECTION 5 - WATER DISTRIBUTION SECTION 6 - SANITARY SEWERS ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 5 TABLE OF CONTENTS SECTION 1 - GENERAL CONSIDERATIONS 1 1-1 STANDARDS 1 1-2 REFERENCES 1 1-3 AS-BUILT DRAWINGS 2 1-4 CITY PERFORMED 2 1-5 CONTROL OF NOISE 2 1-6 GUARANTEES 3 1-6.1 3 1-6.2 WARRANTY 3 1-7 PERMITS 4 1-8 LEGAL RELATIONS AND RESPONSIBILITIES 4 1-9 MODIFICATIONS OF STANDARDS 4 1-10 PLAN REVIEW 4 1-10.1 FORMAT AND REQUIRED DATA 5 1-10.2 REQUIRED DRAWINGS 6 1-10.3 SCALE OF DRAWINGS 6 1-10.4 SIZE OF DRAWINGS 6 1-11 PROTECTION OF PROPERTY AND UTILITIES 6 1-11.1 PROPERTY 6 1-11.2 UTILITIES 6 1-12 SITE MAINTENANCE 7 1-13 TRAFFIC CONTROL 7 1-13.1 GENERAL 7 1-13.2 DETOURS AND ROAD CLOSURES 8 1-13.3 FLAGGERS, BARRICADES AND SIGNS 8 1-13.4 PLACEMENT OF CONSTRUCTION SIGNS ON SIDEWALKS AND PEDESTRIAN PATHWAYS 8 1-14 CONTROL AND INSPECTION 9 1-14.1 GENERAL 9 1-14.2 MATERIALS SAMPLING & TESTING 9 1-15 ASBESTOS CONTROL 9 1-16 LANDSCAPING 10 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 6 SECTION 2 - EROSION AND SEDIMENTATION CONTROL 1 2-1 GENERAL 1 2-2 CONSTRUCTION SURFACE WATER POLLUTION PREVENTION PLAN 2 2-2.1 IMPLEMENTATION AND MAINTENANCE 2 2-3 ELEMENTS OF EROSION AND SEDIMENTATION 3 2-4 EROSION AND SEDIMENTATION CONTROL 3 2-4.1 EMERGING TECHNOLOGIES AND EQUIVALENT BMPs. 3 2-4.2 SMALL PARCEL BMPs 3 2-4.2(1) BMP ES.10 PLANNED CLEARING AND GRADING 4 2-4.2(2) BMP ES.20 EXCAVATED BASEMENT SOIL 4 2-4.2(3) BMP ES.30 BACKFILLING 4 2-4.2(4) BMP ES.40 REMOVAL OF EXCESS SOIL 4 2-4.2(5) BMP ES.50 MANAGEMENT OF SOIL BANKS 4 2-4.2(6) BMP ES.80 STREET CLEANING 4 2-4.2(7) BMP ES.90 FLOW PATH REDUCTION 4 2-5 STANDARD NOTES 5 SECTION 3 - STREETS AND RELATED WORK 1 3-1 GENERAL 1 3-2 ROADWAY TYPES AND GEOMETRICS 1 3-2.1 GENERAL 1 3-2.2 HORIZONTAL ALIGNMENT 1 3-2.2(1) CURB RETURN RADII 1 3-2.2(2) LOCAL STREETS 1 3-2.2(3) OTHER STREETS 1 3-2.2(4) TRUCKS AND BUSES 2 3-2.3 INTERSECTIONS 2 3-2.4 STREET ENDS 2 3-3 2 3-4 FIRE DEPARTMENT ACCESS 2 3-5 PARKING LOTS 3 3-5.1 GENERAL 3 3-5.2 CONSTRUCTION 3 3-5.3 ACCESSIBILITY REQUIREMENTS 4 3-5.4 ILLUMINATION 4 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 7 3-5.5 PEDESTRIAN CONCERNS 4 3-6 THROAT LENGTH REQUIREMENTS 5 3-7 TRAFFIC CONTROL SIGNING AND STRIPING 5 3-8 TRAFFIC STUDIES 6 3-9 UNDERGROUND UTILITIES 7 3-9.1 GENERAL 7 3-9.2 TRENCH EXCAVATION 8 3-9.3 TRENCH 8 3-9.4 COMPACTION 9 3-9.5 TRENCHING LONGITUDINAL TO 9 3-9.6 TRENCHING TRANSVERSE TO ROADWAY 9 3-9.7 JACKING, AUGERING, OR TUNNELING 9 3-10 SURVEYING AND MONUMENTATION 10 3-10.1 DESCRIPTION 10 3-10.2 MATERIALS 10 3-10.3 CONSTRUCTION REQUIREMENTS 10 3-11 STREET ILLUMINATION 11 3-12 GUARDRAILS 11 3-13 MAILBOXES 11 3-14 PAVEMENT PATCHING 12 3-14.1 DESCRIPTION 12 3-14.2 MATERIALS 12 3-14.3 CEMENT CONCRETE PAVEMENT RESURFACED WITH ASPHALT CONCRETE 12 3-14.4 ASPHALT CONCRETE ON GRANULAR BASE 12 3-14.5 UNTREATED ROADWAY SURFACES 13 3-14.6 TEMPORARY PAVEMENT PATCHING 13 3-14.7 CONSTRUCTION REQUIREMENTS 13 3-14.7(1) GENERAL 13 3-14.7(2) CEMENT CONCRETE 14 3-15 ROCKERIES AND ROCK WALLS 14 3-15.1 DESCRIPTION 14 3-15.2 MATERIALS 14 3-15.3 GENERAL 15 3-15.4 CONSTRUCTION REQUIREMENTS 15 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 8 3-16 METAL HAND RAILINGS 16 3-16.1 DESCRIPTION 16 3-16.2 MATERIALS 16 3-16.3 FABRICATION 16 3-16.4 INSTALLATION 17 3-17 CEMENT CONCRETE SIDEWALKS 17 3-17.1 DESCRIPTION 17 3-17.2 MATERIALS 17 3-17.3 CONSTRUCTION REQUIREMENTS 18 3-17.3(1) GENERAL 18 3-17.3(2) FORMS AND FINE GRADING 18 3-17.3(3) PLACING AND FINISHING CONCRETE 18 3-17.3(4) CURING AND PROTECTION 19 3-17.3(5) CURING AND HOT WEATHER 19 3-17.3(6) COLD WEATHER WORK 19 3-17.3(7) THROUGH AND CONTRACTION JOINTS 20 3-17.3(8) CURB RAMPS 20 3-17.3(9) VAULTS AND BOXES 21 3-18 CURB AND GUTTER 21 3-18.1 DESCRIPTION 21 3-18.2 MATERIALS 21 3-18.3 PLACING CONCRETE 22 3-18.4 CURING 23 3-19 CEMENT CONCRETE 23 3-19.1 DESCRIPTION 23 3-19.2 MATERIALS 23 3-19.3 CONSTRUCTION REQUIREMENTS 23 3-19.3(1) GENERAL 23 3-19.3(2) COMMERCIAL DRIVEWAYS 24 3-19.3(3) RESIDENTIAL DRIVEWAYS 25 3-19.3(4) INTERSECTION TYPE CRITERIA 25 3-19.3(5) EXCAVATION AND SUBGRADE 25 3-19.3(6) FORMS AND FINE GRADING 25 3-19.3(7) PLACING AND FINISHING 25 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 9 3-19.3(8) CURING AND PROTECTION 26 3-20 PROPORTIONING OF MATERIALS 26 3-20.1 CONTROLLED DENSITY FILL (CDF) 26 3-20.2 GRAVEL BORROW 27 3-20.4 SPAWNING GRAVEL 27 3-20.5 CRUSHED SURFACING 27 3-20.6 FOUNDATION MATERIAL CLASS A 27 3-20.7 QUARRY SPALLS 27 3-20.8 NON-SHRINK CEMENT SAND GROUT 28 SECTION 4 - STORM AND SURFACE WATER 1 4-1 GENERAL 1 4-2 STORM DRAINAGE CONVEYANCE SYSTEM DESIGN CRITERIA 2 4-2.1 OVERVIEW 2 4-2.2 DESIGN FLOW AND ROUTE REQUIREMENTS 2 4-2.2 DESIGN FLOW 2 4-2.2 CONVEYANCE SYSTEM LOCATION 2 4-2.2 PIPE SYSTEM DESIGN CRITERIA 3 4-2.3 PIPE SYSTEMS 5 4-2.3(1) PIPE MATERIALS 5 4-2.3(2) PIPE SIZES, SLOPES, AND VELOCITIES 5 4-2.3(3) 6 4-2.3(4) PIPE ALIGNMENT/CONNECTIONS/CROSSINGS 7 4-2.3(5) 8 4-2.3(6) RESTRICTOR DEVICES 8 4-2.3(7) FLOW SPLITTER DEVICES 9 4-2.3(8) DEBRIS BARRIERS 9 4-2.3(9) PAVEMENT DRAINAGE 9 4-2.4 CULVERT DESIGN 10 4-2.4(1) HEADWATER 11 4-2.4(2) 11 4-2.4(3) OUTLETS 12 4-2.4(4) MINIMUM CULVERT SIZE 12 4-2.4(5) FISH PASSAGE 12 4-2.4(6) ADDITIONAL REQUIREMENT FOR CULVERTS OVER 20 FEET 12 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 10 4-2.5 OUTFALL DESIGN CRITERIA 12 4-2.5(1) GENERAL 12 4-2.5(2) OUTFALL SYSTEMS TRAVERSING STEEP SLOPES 14 4-2.6 OPEN CHANNEL DESIGN CRITERIA 14 4-2.6(1) ARTIFICIAL 14 4-2.6(2) CHANNEL LINING 15 4-2.6(2) RIPRAP FILTERS 17 4-2.7 REQUIRED NOTES FOR STORM DRAINAGE PLANS 18 4-3 STORMWATER ANALYSIS 18 4-3.1 HYDROLOGIC ANALYSIS AND DESIGN 18 4-3.1 RATIONAL METHOD 19 4-3.1 CONTINUOUS RUNOFF 20 4-3.1 DYNAMIC HYDRAULIC MODELS 21 4-3.1 SINGLE EVENT HYDROLOGY METHOD 21 4-3.2 TIME OF CONCENTRATION AND TRAVEL TIME 22 4-4 STORMWATER FACILITIES 25 4-4.1 GENERAL STORMWATER FACILITY REQUIREMENTS 25 4-4.1 OWNERSHIP 25 4-4.1 PROJECTS WITH PUBLIC MAINTENANCE OF THE STORMWATER FACILITIES 26 4-4.1 SETBACKS 26 4-4.1 SITES CONTAINING OR ADJACENT TO CRITICAL AREAS 27 4-4.2 STORMWATER FACILITY ACCESS 27 4-4.2 GENERAL ACCESS REQUIREMENTS 27 4-4.2 ACCESS TO OPEN AIR FACILITIES 28 4-4.2 ACCESS TO UNDERGROUND FACILITIES 28 4-4.2 STORMWATER FACILITY FENCING 29 4-4.2 STORMWATER FACILITY MAINTENANCE REQUIREMENTS 30 4-4.3 ONSITE STORMWATER MANAGEMENT AND LOW IMPACT 30 4-4.3 APPLICABILITY AND INFEASIBILITY CRITERIA 31 4-4.3 ROOF DOWNSPOUT INFILTRATION SYSTEMS 31 4-4.3 RAIN GARDENS 31 4-4.3 BIORETENTION 32 4-4.3 PERMEABLE PAVEMENT 32 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 11 4-4.4 FLOW CONTROL 33 4-4.4 DETENTION PONDS 34 4-4.4 DETENTION TANKS 34 4-4.4 DETENTION VAULTS 35 4-4.5 RUNOFF TREATMENT 35 4-4.5 TREATMENT BMP SELECTION 35 4-4.5 EMERGING TECHNOLOGIES 36 SECTION 5 - WATER 1 5-1 GENERAL 1 5-2 CONSTRUCTION 2 5-2.1 REQUIRED NOTES ON 3 5-3 BACKFLOW 3 5-4 EXISTING UTILITIES 4 5-5 FIRE FLOW 4 5-6 PIPE AND FITTINGS FOR WATER 4 5-6.1 DESCRIPTION 4 5-6.2 MATERIALS 4 5-6.3 JOINTS AND FITTINGS 5 5-7 TRENCH EXCAVATION, BEDDING AND BACKFILL FOR WATER MAINS 6 5-7.1 DESCRIPTION 6 5-7.2 GENERAL 6 5-7.3 GRADE AND ALIGNMENT 6 5-7.4 TRENCH EXCAVATION 6 5-7.4(1) GENERAL 6 5-7.4(2) TRENCH 7 5-7.4(3) CRIBBING AND SHEETING-SHORING 7 5-7.4(4) UNSUITABLE MATERIAL 7 5-7.4(5) BEDDING THE PIPE 7 5-7.4(6) BACKFILLING TRENCHES 7 5-7.4(7) COMPACTION OF BACKFILL 8 5-8 CONSTRUCTION REQUIREMENTS 8 5-8.1 DEWATERING OF TRENCH 8 5-8.2 HANDLING OF PIPE 8 5-8.3 CUTTING PIPE 9 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 12 5-8.4 LAYING PIPE ON CURVES 9 5-8.5 CONNECTIONS TO EXISTING MAINS 9 5-8.6 LOOPED MAINS 10 5-8.7 LAYING HDPE MAINS 10 5-9 SERVICE LINES 10 5-9.1 GENERAL 10 5-9.2 MATERIALS 11 5-9.3 CONNECTIONS 11 5-10 VALVES FOR WATER MAINS 11 5-10.1 GENERAL 11 5-10.2 AIR AND VACUUM RELEASE VALVES 11 5-10.3 BUTTERFLY VALVES 12 5-10.4 CHECK VALVES 12 5-10.5 GATE VALVES 12 5-10.6 VALVE BOXES 12 5-10.7 VALVE MARKER POSTS 12 5-11 HYDRANTS 13 5-11.1 GENERAL 13 5-11.2 ADAPTER REQUIREMENTS 13 5-11.3 CAP REQUIREMENTS 13 5-11.4 HYDRANT GUARD POSTS 13 5-12 PRESSURE REDUCING STATIONS 13 5-13 THRUST 14 5-14 HYDROSTATIC PRESSURE TEST 15 5-15 DISINFECTION OF WATER MAINS 15 5-15.1 FLUSHING 15 5-15.2 DISINFECTANT CONCENTRATION AND RETENTION PERIOD (CONTACT INTERVAL) 16 5-15.3 FORM OF APPLIED CHLORINE 17 5-15.4 POINT OF APPLICATION 17 5-15.5 PREVENTING REVERSE FLOW 17 5-15.6 CHLORINATING VALVES, HYDRANTS, AND APPURTENANCES 18 5-15.7 CHLORINATING CONNECTIONS TO EXISTING WATER MAINS AND WATER SERVICE CONNECTIONS 18 5-15.8 FINAL FLUSHING AND TESTING 18 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 13 5-15.9 SAMPLE COLLECTION TAPS 18 5-15.10 REPETITION OF FLUSHING AND TESTING 19 5-16 UNDERGROUND UTILITIES 19 5-17 WATER SERVICES FOR FIRE PROTECTION 19 SECTION 6 - SANITARY SEWERS 1 6-1 GENERAL 1 6-2 ALIGNMENT 1 6-3 CONSTRUCTION 1 6-3.1 REQUIRED NOTES ON 2 6-4 2 6-5 LIFT (PUMP) STATIONS 3 6-5.1 LIFT STATIONS DEDICATED TO THE CITY 3 6-5.2 GRINDER PUMP SYSTEMS 3 6-5.2(1) NEW RESIDENTIAL CONSTRUCTION 3 6-5.2(2) SEPTIC TO GRINDER PUMP CONVERSIONS 5 6-5.2(3) COMMON FORCE MAINS 5 6-6 MANHOLES 6 6-6.1 DESCRIPTION 6 6-6.2 MATERIALS 6 6-6.3 CONSTRUCTION REQUIREMENTS 6 6-6.3(1) BEDDING 6 6-6.3(2) JOINTS 6 6-6.3(3) MANHOLE CHANNEL 6 6-6.3(4) MANHOLE PIPE CONNECTIONS 7 6-6.3(5) LADDER 7 6-6.3(6) CONNECTIONS TO EXISTING MANHOLES 7 6-6.3(7) SPACING 7 6-7 SEWER MAIN 8 6-7.1 MATERIALS 8 6-7.2 GENERAL 8 6-7.3 UNDERGROUND UTILITIES 8 6-7.4 PIPE BEDDING 8 6-7.5 LAYING SEWER PIPE 9 6-7.6 PLUGS AND 9 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS TABLE OF CONTENTS 14 6-7.7 JOINTING 9 6-7.8 JACKING, AUGURING OR TUNNELING 10 6-7.9 SIZE 10 6-7.10 SLOPE 10 6-7.11 SEPTIC TANKS 10 6-7.12 PAVEMENT PATCHING 10 6-7.13 CLEANING AND TESTING 10 6-8 SIDE SEWERS 11 6-8.1 DESCRIPTION 11 6-8.2 MATERIALS 11 6-8.3 GENERAL 11 6-8.4 EXCAVATION, BEDDING, BACKFILL AND COMPACTION 12 6-8.5 SIZE 12 6-8.6 SLOPE 12 6-8.7 FITTINGS 12 6-8.8 CLEANOUTS 12 6-8.9 TESTING 12 6-9 TELEVISION INSPECTION 13 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-1 SECTION 1 - GENERAL CONSIDERATIONS 1-1 STANDARDS These City of Everett Design and Construction Standards and Specifications, hereinafter referred to as the “Standards”, shall apply whenever any public or private work is performed within the street rights-of-way in the City of Everett, including work performed by private parties at their own expense under authority granted by ordinance of the City Council permit process. Except where these Standards provide otherwise, design, construction and materials shall conform to the appropriate standards of the current edition of the following publications produced separated by the Washington State Department of Transportation (WSDOT) or jointly by WSDOT and the Washington State Chapter of the American Public Workers Association (APWA). A. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction, hereinafter referred to as the “WSDOT/APWA Standard Specifications”. B. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction, hereinafter referred to as “WSDOT/APWA Standard Plans”. 1-2 REFERENCES These Standards are intended to be consistent with the most currently adopted provisions of the following: A. Everett Municipal Codes B. City of Everett Surface Water Comprehensive Plan C. City of Everett Stormwater Management Manual D. State of Washington Shoreline Management Act E. State and National Environmental Policy Acts F. City Design Standards – Washington State G. International Building Code H. International Residential Code I. National Electrical Code J. Uniform Plumbing Code K. International Mechanical Code L. AWWA Standards M. WSDOT Design Manual N. WSDOT Traffic Manual O. WSDOT Utilities Manual P. WSDOT Construction Manual Q. A Policy on Geometric Design of Highways and Streets (AASHTO) R. Manual on Uniform Traffic Control Devices (MUTCD) S. AASHTO Guide for Design of Pavement Structures T. AASHTO LRFD Bridge Design Specifications ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-2 1-3 AS-BUILT DRAWINGS Prior to the acceptance of the work, the developer/contractor shall furnish the City Engineer one neatly and legibly marked set of the city approved, wet stamped plotter paper drawings of significant permanent items showing any and all changes in the final locations of all items of work including, but not limited to, curb and gutter, storm drain lines, water lines, sewer lines, catch basins, manholes, fire hydrants, valves, new and existing utilities and all other miscellaneous items included in the work. Marking of the drawings shall represent all changes, vertical and horizontal, and be done at the time the material and equipment is installed. The city would prefer a computer file of the as-builts submitted in conjunction with the paper copy. The computer file should be capable of being imported to AutoCAD. Please refer to Section 1-10.1 of these Standards for information on plan format. As-built drawings shall be required whether for private or public construction in accordance with the following: Private Development A. Plats – Final plat approval shall be withheld until after the as-builts have been submitted and approved. B. Commercial – Final approval and installation of water meters will be withheld until the as-builts have been submitted and approved. Public Construction As-built drawings shall be considered an item on the contractor’s punch list. Until all items on the punch list are completed, the project will not be sent to the City Council for approval. Final acceptance will be withheld until the as-built drawings are submitted and approved. 1-4 CITY PERFORMED WORK When work is to be performed by the city, the city will provide all the material required for the said work. The cost for the material and the work performed shall be at the developer’s expense. Any requests for city work should be scheduled at least one week in advance. 1-5 CONTROL OF NOISE The city shall establish regulations for control of noise in residentially zoned property. For the purpose of regulating potentially disruptive or annoying noise, Ordinance No. 1556-89 states that all residentially zoned lands fall within Noise Control District No. 1. Under the City’s Noise Ordinance, construction related noise has limitations during the hours before 7 a.m. and after 10 p.m. on weekdays and before 8 a.m. and after 6 p.m. on weekends and state recognized holidays. Due to citizen concerns about construction noise in neighborhoods, and given the city’s intent to limit the occurrence of public disturbance noise, construction sites will be monitored and violators are subject to fines. Construction contractors are responsible for notifying subcontractors of the city’s noise regulations. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-3 1-6 GUARANTEES Performance and warranty guarantees will be required for all public works improvements, unless waived by the City Engineer. Work to be performed by any state agency or unit of local government shall be exempt from providing guarantees based on Chapter 35A.21.250 R.C.W. Acceptable methods of guarantees will be as follows: A. Bond B. Assignment of Funds (Performance) C. Set-aside Letter (Warranty) D. Cash Deposit Standard documents as approved by the city for the above items are available from the Public Works Department. 1-6.1 PERFORMANCE Performance guarantees will be required for all improvements located in the public rights-of-way and as required by city ordinance as detailed on the approved plans and as noted in the follow summary: Street/Alley Drainage (private) Utilities (public) Estimated cost plus 20%; construct improvements prior to building permit issuance; for a plat construct all improvements prior to final plat approval. For properties with drainage abatements facilities, estimated cost plus 20%. Estimated cost plus 20%; construct improvements prior to occupancy; for a plat construct prior to final plat approval. The initial guarantee and subsequent extensions as approved will be limited to one year increments. If time extensions are approved, the guarantee amount shall be revised to reflect inflation and/or other cost impacts. The developer shall provide an estimate, prepared by a licensed engineer, of the improvements based on the approved plans. The estimate shall be itemized by description, quantities and costs. The submitted data will be reviewed by public works for adequacy of quantities and comprehensiveness of estimates. The estimate shall be reviewed to reflect the city’s cost to complete the improvements. 1-6.2 WARRANTY Warranty guarantees will be required at the time of final acceptance of the public improvements and/or improvements required by city ordinance. The guarantee amount will be 10% of the documented final cost of the improvements. The warranty guarantee is required prior to release of the performance guarantee. Methods of posting warranty guarantee shall be the same as for performance guarantee and shall be for the of time as listed below: Street/Alley Drainage (private) Utilities (public) One Year Two Years (will be extended for 1 year if city elects to assume maintenance.) One Year ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-4 1-7 PERMITS A permit is required for all work within the public right-of-way and city utility easements, and for all work on private property, including but not limited to; sewer, water, and drainage improvements, fill and excavation, parking lot construction, retaining walls and/or paving. Consult with City of Everett Permit Service for the appropriate type of permit and its required documents. The approved applicant’s copy of the permit, together with a set of plans approved by the Public Works Department shall be available on the job site whenever work is being done on any portion of the project. Any questions regarding information about permits and the associated fees should be directed to the Permit Services counter located on the second floor of the Service Center Building at 3200 Cedar Street in Everett. 1-8 LEGAL RELATIONS AND RESPONSIBILITIES The contractor at all times shall comply with all Federal and State laws, local laws and ordinances, and any regulations which in any manner affect the project. The contractor shall release, indemnify and promise to defend and save harmless the city, its officers, employees and agents from and against any and all liability, loss, damage, and expense, actions and claims, including costs and reasonable attorneys’ fees incurred by the city in defense thereof, asserting or arising directly or indirectly on account of any violation of laws, ordinances or regulations whether such violations are by the contractor, his subcontractors, his employees, or his agents. 1-9 MODIFICATIONS OF STANDARDS Modifications from these Standards may be granted by the City Engineer upon evidence that such modifications are in the public interest, that they are based upon sound engineering judgment, and that requirements for safety, function, appearance, environment, and maintainability are fully met. Desired modifications must be approved prior to construction. 1-10 PLAN REVIEW The Public Works Department has established basic standards for improvement plans so plan checking can be processed efficiently. See each section for specific requirements over and above the following standards. Plans must meet these standards before they will be accepted. Requirements for plans will be divided into two general categories. A. Minor Projects: Work not requiring public right-of-way improvements. For example, small site projects such as a new house or duplex, garage addition, house addition or remodel. B. Major Projects: Work involving street improvements, drainage, water and sewer improvements. Plan for major projects must be drawn by a registered civil engineer licensed in the State of Washington. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-5 1-10.1 FORMAT AND REQUIRED DATA A. All public works plans for street improvements and utility systems shall be prepared in a plan/profile format either with sheets printed in half plan and half profile or with separate sheets for plan view and profile views. B. In addition to paper plan and profile sheets, it is required that all plans for major projects should be submitted with a computer file that can be imported to AutoCAD. Major projects are as defined in Section 1-10 A above or as otherwise identified by the City Engineer. Copies of the city specified format for AutoCAD are available at the building counter located on the second floor of the Public Works Service Center at 3200 Cedar Street, Everett, Washington. C. Plans shall be prepared with all utilities, both new and existing, shown on all plan drawings. For clarity the primary utility being described should be bolder while others would be a light line. For example, on the sanitary sewer drawings, the water and storm drains shall be shown with the sanitary sewer portions being as bold. Other utilities are also to be shown in profile views where crossings occur. D. Whenever possible, use notes specifying Standard Drawing numbers for common items such as catch basins, restrictors, fire hydrant assemblies, etc. E. Show the existing channelization of all streets that front the proposed development. Show all curb cuts on both the adjacent properties and the properties across the street that front on the proposed development. F. Show complete data for curb radii, utility locations (new and existing), curb elevations, street stationing, street widths, existing adjacent improvements, elevations of existing street improvements, and utilities, etc. G. All elevations and grades on public works plans shall be to the 1988 N.A.V.D. (North American Vertical Datum). H. A “Driveway Schedule” which lists all of the driveways, both residential and commercial, being constructed and shall include the following information pertaining to each driveway, in tabular form: 1. Location of driveway 2. Surface type 3. Width 4. Profile grade (may require separate sketch) 5. Length J. Plans shall show any environmental features such as wetlands, streams, steep slopes and any associated buffers for each. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-6 1-10.2 REQUIRED DRAWINGS The following site development plans for public works improvements and utilities shall be prepared: (drawings shall be combined for private property development and public Right-Of-Way) A. Temporary Erosion and Sedimentation Control Plan (TESC) B. Grading, Paving, and Stormwater Plan C. Stormwater or Drainage Plan D. Water System Plan (may be combined with Sanitary Sewer Plan) E. Sanitary Sewer Plan (may be combined with Water System Plan) F. Street Improvements* G. Landscaping Plan * A separate cross section plan sheet is required for all new street construction. Distance between stations shall be determined by City Engineer based on site topography. For many minor projects, some or all the above required sheets may be condensed into one overall sire plan. If an extension or either a sewer main, water main, or storm drain main is required, a separate sheet will be required for that work. Consult Public Works staff at the Permit Services Counter for requirements related to a specific project/scope of work. 1-10.3 SCALE OF DRAWINGS All plans are to be drawn utilizing an engineer’s scale. The acceptable scale for public works improvement plans shall be no smaller than 1”=40’ for plan view (horizontal) and 1”=5’ for profile view (vertical). A larger scale such as 1”=20’ for the plan view is preferred, and may be used when greater clarity can be attained. 1-10.4 SIZE OF DRAWINGS A. Minor Projects: Plans must be drawn or printed on paper that is relatively heavy, such as blueprint quality or standard drafting paper. Plans drawn on tracing paper, poster board or cardboard will not be accepted. Preferred sizes are 11”x17” and 22”x34” The minimum acceptable size is to be 8-1/2”x11”, with the maximum acceptable size being 24”x36”. B. Major Projects: Plans must be plotted on 20# bond or other appropriate drafting paper. Preferred size is 22”x34”. Plans shall be no less than 22”x34” and no larger than 24”x36”. 1-11 PROTECTION OF PROPERTY AND UTILITIES 1-11.1 PROPERTY The contractor shall protect and preserve from damage, interference and destruction all private and public property on or in the vicinity of the work. If such property is damaged or destroyed or its use interfered with by the contractor or his agents, it shall be restored immediately to its former condition by the contractor at his expense and such interference terminated. 1-11.2 UTILITIES The contractor shall protect from damage private and public utilities, including telephone and telegraph lines, power lines, sewer and water lines, railroad tracks and appurtenances, highway lighting and signal ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-7 systems, and similar facilities. Before beginning excavation, the contractor shall provide notice of commencement to all owners of underground facilities through the one number locator service, phone number 1-[PHONE REDACTED], if available; if not he shall give notice to all individual utility owners. Such notice shall not be less than 2 nor more than 10 business days before the scheduled date of excavation. 1-12 SITE MAINTENANCE The developer and contractor shall schedule and control his work so as to prevent all hazards to public safety, health and welfare. Streets shall be kept free of dirt and debris on a continuous basis. Pedestrian facilities shall be kept free of obstruction, and an accessible route shall be maintained at all times. On existing streets, two way traffic shall be maintained at all times unless detour plans have been approved in advance by the City Traffic Engineer. Pedestrian and vehicular access to occupied buildings shall be maintained at all times except where approval from the building owner has been obtained. Adherence to the project’s erosion and sediment control plan will be required. Features contained therein, such as silt fences, check dams and sedimentation ponds shall be maintained in good working order to the satisfaction of the public works inspector. 1-13 TRAFFIC CONTROL 1-13.1 GENERAL Traffic control for all projects shall comply with Chapter 6 of MUTCD. The contractor shall be responsible to furnish and maintain all required labor and materials as needed to the satisfaction of the City Engineer. The contractor shall conduct his operations as to offer the least possible obstruction and inconvenience to the public, and he shall have under construction no greater length or amount of work than he can prosecute properly with regard to the rights of the public. He shall not open up sections of the work and leave them unfinished, but he shall finish the work as he goes insofar as practicable. Unless otherwise approved in writing by the City Engineer, all public traffic shall be permitted to pass through the work with as little inconvenience and delay as possible. The contractor shall keep existing roads and streets adjacent to or within the limits of the project open to and maintained in a good and safe condition for traffic at all times. The contractor shall remove any deposits or debris and shall repair any damage resulting from his operations. Construction shall be conducted so as to cause as little inconvenience as possible to abutting property owners. Convenient access to driveways, houses and buildings along the line of work shall be maintained. Construction signs shall not be placed on sidewalks or pedestrian pathways impeding wheelchair or pedestrian traffic. If the work entails removing panels of sidewalk, then place sidewalk closed signs in advance of the work area and provide accessible pedestrian detour route. This will allow the handicapped and pedestrians to utilize an alternate route. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-8 If the road construction activities require advanced warning signs, then signs will be placed in accordance with the MUTCD manual and WORK ZONE TRAFFIC CONTROL book. Signs and traffic control devices should not be a hazard to pedestrians. Signs located near or adjacent to sidewalk should have a 7-foot clearance. In the event that sidewalks on both sides of the project are closed, then pedestrians should be guided around the construction site. If your signing crews are in doubt, have them contact the appropriate City of Everett Inspectors. 1-13.2 DETOURS AND ROAD CLOSURES Approval must be received from the city traffic engineer for all pedestrian and vehicular detours and road closures. A formal traffic control plan complying with the MUTCD shall be submitted to public works for review and approval by the traffic engineer prior to any work proceeding. 1-13.3 FLAGGERS, BARRICADES AND SIGNS Flagger(s), barricades, signs shall conform to the Standards established in the latest edition of the “Manual on Uniform Traffic Control Devices” (MUTCD). Standard Drawings 701 through 712 show typical traffic control conditions. Standard Drawing 713 shows typical traffic control devices. Should the contractor deviate from these Standard Drawings, he or she should prepare a signing plan showing the necessary construction signing, barricades and flagger(s) required for the project and submit the plan(s) to the public works for approval by the City Engineer in advance of the time the signing and barricades will be required. All equipment and materials required for traffic control shall be furnished, installed and maintained by the contractor to the satisfaction of the City Engineer. During construction activity at signalized locations, an off-duty, uniformed police officer shall be required at all times the signal or beacon is turned off or when the traffic signal indicator is countermanded, or if the engineer determines it is necessary for traffic control. Officers are also required for new traffic signal work. The uniformed police officer shall be provided by the contractor. For information on police officer availability, call the City of Everett Police Department at 259-0400. 1-13.4 PLACEMENT OF CONSTRUCTION SIGNS ON SIDEWALKS AND PEDESTRIAN PATHWAYS Construction signs shall not be placed on sidewalks or pedestrian pathways impeding wheelchair or pedestrian traffic. If the work entails removing panels or sidewalk, then place sidewalk closed signs in advance of the work area and provide an alternate accessible route. This will allow the handicapped and pedestrians to utilize an alternate route. If the road construction activities require advanced warning signs, then signs will be placed in accordance with the MUTCD manual and WORK ZONE TRAFFIC CONTROL book. Signs and traffic control devices should not be a hazard to pedestrians. Signs located near or adjacent to sidewalk should have a 7-foot clearance. In the event that sidewalks on both sides of the project are closed, then pedestrians should be guided around the construction site. If your signing crews are in doubt, have them contact the appropriate City of Everett inspectors. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-9 1-14 CONTROL AND INSPECTION 1-14.1 GENERAL Construction work performed or improvements made within the city, whether by a private developer, a city contractor or city forces, shall be done in accordance with the approved plans and specifications and to the satisfaction of the City Engineer. No work may be started until such plans are approved and appropriate permits are issued and posted on- site. Any revision to such plans shall be approved by the City Engineer prior to performance of the work. The City Engineer will have authority to enforce these Standards as well as other referenced or pertinent specifications and will appoint project engineers, assistants and inspectors as necessary to inspect the work for compliance. 1-14.2 MATERIALS SAMPLING & TESTING 1-14.2(1) DEVELOPMENTS It shall be the responsibility of the developer to provide test reports certified by a professional engineer licensed in the State of Washington to verify compliance of materials used in the project. Sampling and/or testing shall be at a frequency and magnitude determined by the City Engineer or designated representative. Copies of all test reports shall be furnished to the City Engineer. All costs incurred for testing or sampling, as required, shall be the responsibility of the developer. 1-14.2(2) CITY FORCES & CITY CONTRACTORS Construction work performed by city forces and city contractors shall be inspected by city inspectors. Sampling and testing shall be performed by city inspectors or by a professional laboratory. 1-14.2(3) NOTIFICATION OF INSPECTION The developer shall notify the city of inspection needs in a timely manner. In general, a minimum of 24 hours advance notice will be required. Failure to notify in time may oblige the city to arrange appropriate sampling and testing after-the-fact, with certification by a qualified private testing laboratory. Costs of such testing and certification shall be borne by the developer. 1-15 ASBESTOS CONTROL Asbestos containing material (ACM) may be encountered during a construction project in the form of asbestos cement pipe, pipe insulation, or as insulation in a structure that is being demolished. It can be found in pipe for water and sewer mains, electrical conduits, drainage pipe, and vent pipes, etc. Normal breakage and crushing of the material can cause an asbestos fiber release which presents a serious respiratory hazard. It is imperative that asbestos fiber release be controlled. Citations, by regulatory agencies, for an asbestos fiber release carry substantial fines. Only employees certified by the State of Washington as a Certified Asbestos Worker may work on ACM during construction, demolition, repair, maintenance, renovation, salvage, or disposal of ACM. The contractor shall have all asbestos removed from the site and property disposed of by a State licensed asbestos contractor in accordance with the practices specified by the State of Washington Department of ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS GENERAL CONSIDERATIONS 1-10 Ecology, the Snohomish County Solid Waste Division and all other pertinent State and Federal Regulations. See WAC 296-62-077. 1-16 LANDSCAPING The development of landscaping is to conform to the basic concepts and principles set forth in the City of Everett Zoning Code. Landscaping shall be required on all projects to provide visual orientation for traffic safety; to create physical delineation of parking areas and to furnish definition and scale of the entire complex by interval plantings and to ensure the preservation of land values by creating an environmental quality which complements the objectives of the respective land uses in any zone. A copy of the Zoning Code is available for review at the building counter, second floor of the Service Center located at 3200 Cedar Street in Everett. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS EROSION AND SEDIMENTATION CONTROL 2-1 SECTION 2 - EROSION AND SEDIMENTATION CONTROL 2-1 GENERAL All projects and land disturbing activities are required to prevent erosion and control sediment leaving the site. Every effort must be made to prevent sediment from entering the storm drainage system and surface waters, and air quality must be preserved. Erosion and sedimentation control requirements are given in the Stormwater Management Manual and must be followed for all land disturbing activities except as listed in Section 2-1.1. Land disturbing activities are those activities which are commonly referred to as clearing (the act of vegetation removal from the land surface, often referred to as land clearing); grubbing (the act of root vegetation removal from beneath the surface of the earth, usually in conjunction with clearing); excavation (the mechanical removal of earth material); filling (deposition of earth material placed by artificial means); grading (excavation of filling or combination thereof); and stockpiling (temporary deposition of earth material placed by artificial means). 2-1.1 EXCEPTIONS AND ALTERNATE STANDARDS Certain project types and land disturbing activities are not subject to the above requirements and are instead regulated by alternate erosion and sedimentation control standards. The following activities are not subject to the requirements of this section, but are instead regulated in the manner noted: • Forest Practices Comply with DNR Forest Practice Standards for Erosion Control • Commercial Agricultural Agricultural activities are exempt from this requirement. However, construction of new hard surfaces including paving and constructing structures or land disturbing activities not associated with regular agricultural activities are not exempt. • Activities which are part of regular operations permitted under an individual NPDES permit or a separate General Permit issued by the Washington Department of Ecology. Activities are regulated by the requirements of the applicable NPDES permit and the associated • The activity is covered under the WSDOT Stormwater General Permit and is designed in accordance with the WSDOT Temporary Erosion and Sedimentation Control Manual, provided that any more restrictive City of Everett requirements are met. WSDOT Erosions Control Standards and Erosion and Sedimentation Control plan requirements are applied. • Activities initiated by the City or its contractors which are associated with road maintenance as defined in Section 2.2 of Volume I of the Stormwater Management Manual ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS EROSION AND SEDIMENTATION CONTROL 2-2 Road Maintenance Projects shall implement BMPs in accordance with the Regional Road Maintenance Program requirements 2-2 CONSTRUCTION SURFACE WATER POLLUTION PREVENTION PLAN All new development and redevelopment projects are responsible for preventing erosion and sedimentation during construction. Projects which disturb more than 2000 SF of soil shall prepare a Construction Stormwater Pollution Prevention Plan prior to beginning construction activities. The Construction shall be prepared in accordance with Volume II of the Stormwater Management Manual. The level of detail required in a is dependent upon the size of the project. • Projects which add less than 2000 SF of new plus replaced impervious surface AND disturb less than 7,000 sf of land: A is not required, but the project must document compliance with the 13 Elements listed in Section 2-2.3 that pertain to the project. • Projects which add more than 2000 SF of new plus replaced impervious surface OR disturb more than 7,000 SF of land, but disturb less than 1 Acre of Land: Prepare a in accordance with Minimum Requirement #2 of the Stormwater Management Manual. Smaller Projects may be able to prepare a simplified Contact Permit Services to determine if a simplified is appropriate and to determine requirements. • Projects which disturb more than 1 acre of land or which constitute a high erosion risk as determined by the City or the Washington State Department of Ecology: The project shall apply for coverage under Washington’s Construction Stormwater General Permit. The project shall be prepared in accordance 2-2.1 IMPLEMENTATION AND MAINTENANCE The approved project shall be included as part of the construction documents and shall be retained on site or readily available to the contractor throughout the duration of the construction project. The is a living document and should be updated throughout the course of construction. The project Certified Erosion and Sediment Control Lead (CESCL) or qualified project representative should inspect the site and all BMPs on a regular basis to verify their continued function and effectiveness.. If, during the course of construction, the approved BMPs are found to be inadequate to control erosion or sediment transport from the site the BMPs shall be changed or additional BMPs added to address the inadequacies. Changes to the BMPs being used on the site should be noted in the Refer to the requirements for Element #12 in Volume 2 of the Stormwater Management Manual for additional requirements for inspection and documentation The updated including records of inspections and changes to the BMPs shall be available for review by the City’s inspector upon request. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS EROSION AND SEDIMENTATION CONTROL 2-3 2-3 ELEMENTS OF EROSION AND SEDIMENTATION CONTROL Minimum Requirement #2 of the Stormwater Management Manual Establishes 13 Elements of construction pollution prevention which must be addressed by each construction project. Development projects must address each of these elements in the design and documentation of the project. For those elements which are not applicable to a project justification must be provided demonstrating why the element is not applicable. Refer to the Stormwater Management Manual for detailed explanations of each of these elements. 1. Preserve Vegetation / Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outfalls 9. Control Pollutants 10. Control Dewatering 11. Maintain BMPs 12. Manage the Project 13. Protect Low Impact Development 2-4 EROSION AND SEDIMENTATION CONTROL BMPs Erosion and Sedimentation Control Best Management Practices (BMPs) shall be designed and implemented in accordance with Chapter 4 of Volume II of the Stormwater Management Manual. BMPs shall be provided to address each of the 13 elements cited in Section 2-3. 2-4.1 EMERGING TECHNOLOGIES AND EQUIVALENT BMPs. Proprietary erosion and sedimentation control BMPs may be used in place of those listed in the Stormwater Management Manual if they have received prior approval for use by the City or by the Washington Department of Ecology (Ecology). Ecology has two methods for approving proprietary BMPs, review through the TAPE program and BMPs which have been reviewed and deemed equivalent to BMPs listed in the Stormwater Management Manual. BMPs which have been reviewed through the TAPE program are published on Ecology’s website here: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/technologies.html . The City will accept BMPs which have received a GULD designation. Products which have received PULD or CULD ratings may only be used with prior approval of the Director. Approved BMPs shall be implemented in accordance with the approval documentation and all other applicable requirements. Equivalent BMPs are published on Ecology’s website at: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html . Equivalent BMPs should be used in a manner consistent with the BMP for which they have been deemed equivalent. 2-4.2 SMALL PARCEL BMPs Many of the BMPs listed in the Stormwater Management Manual are not practical to implement on very small projects such as single home construction. These small projects should implement BMPs to address ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS EROSION AND SEDIMENTATION CONTROL 2-4 all 13 Elements to the extent feasible. In addition, small projects should consider other methods of preventing erosion and controlling sediment, including the following BMPs: 2-4.2(1) BMP ES.10 PLANNED CLEARING AND GRADING Clearing and grading of the site should be planned properly. It is important to clear only the areas needed, thus keeping exposed areas to a minimum. Clearing should be phased so that only those areas that are actively being worked are uncovered. Clearing limits should be flagged and reviewed by the appropriate city official in the lot or area prior to the initiation of clearing. 2-4.2(2) BMP ES.20 EXCAVATED BASEMENT SOIL Excavated basement soil should be located a reasonable distance behind the curb, such as in the backyard or side yard area. This practice will increase the distance eroded soil must travel to reach the storm sewer system. Soil piles should be covered until the soil is either used or removed. Piles should be situated so that sediment does not erode into the street, adjoining yards and does not enter surface water. 2-4.2(3) BMP ES.30 BACKFILLING Basement walls should be backfilled as soon as possible and the lot rough graded. This practice will eliminate large soil mounds which are highly erodible and prepares the lot for temporary cover, which will further reduce erosion potential. 2-4.2(4) BMP ES.40 REMOVAL OF EXCESS SOIL Excess soil should be removed from the site as soon as possible after backfilling. This practice will minimize sediment loss from surplus fill. 2-4.2(5) BMP ES.50 MANAGEMENT OF SOIL BANKS If a lot has a soil bank higher than the curb, the bank should be located several feet behind the curb and a shallow trench should be excavated between the bank and the curb. This practice will help prevent any eroded sediment from entering the street. 2-4.2(6) BMP ES.80 STREET CLEANING Periodic street cleaning shall be provided to remove any sediment that may have been tracked out onto paved areas. Sediment should be removed by shoveling or sweeping and carefully removed to a suitable disposal area where it will not be re-eroded. The use of vacuum sweepers is encouraged. Additional street cleaning may be required as directed by the city public works inspector. Special care should be taken to reduce sediments from entering storm drains connected to salmon streams. The use of water to clean sediment from streets is not an acceptable alternative. Street cleaning should not be used as a substitute for implementing other BMPs which prevent erosion or contain sediments on the site. 2-4.2(7) BMP ES.90 FLOW PATH REDUCTION Minimize the distance that water flows across exposed soils by carefully planning the placement of construction materials and planning of excavation and grading activities. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS EROSION AND SEDIMENTATION CONTROL 2-5 2-5 STANDARD NOTES The following standard notes shall be added to construction plan sets and edited as appropriate to the project. 1. Approval of this erosion/sedimentation control (ESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities). 2. The implementation of these ESC plans and the construction, maintenance, replacement, and upgrading of these ESC facilities is the responsibility of the applicant/contractor until all construction is completed and approved and vegetation/landscaping is established. 3. The boundaries of the clearing limits shown on this plan shall be clearly flagged in the field prior to construction. During the construction period, no disturbance beyond the flagged clearing limits shall be permitted. The flagging shall be maintained by the applicant/contractor for the duration of construction. 4. The ESC facilities shown on this plan must be constructed in conjunction with all clearing and grading activities, and in such a manner as to ensure that sediment and sediment laden water do not enter the drainage system, roadways, or violate applicable water quality standards. 5. The ESC facilities shown on this plan are the minimum requirements for anticipated site conditions. During the construction period, these ESC facilities shall be upgraded as needed for unexpected storm events and to ensure that sediment and sediment-laden water do not leave the site. 6. The ESC facilities shall be inspected routinely and maintained by the applicant/contractor to ensure their continued functioning, especially after storm events. 7. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within the 48 hours following a major storm event. 8. At no time shall more than one foot of sediment be allowed to accumulate within a trapped catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment laden water into the system. 9. Stabilized construction entrances shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures may be required to ensure that all paved areas are kept clean for the duration of the project. 10. The Contractor shall provide periodic street cleaning to remove debris and sediment tracked off the site. 11. Appropriate measures shall be taken to stop sediment from entering surface water bodies if the proposed BMPs fail. 12. Bare and/or disturbed soils shall remain uncovered and/or unstabilized for no more than 2 days from October 1 through April 30, and for no more than 7 days from May 1 through September 30. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-1 SECTION 3 - STREETS AND RELATED WORK 3-1 GENERAL REQUIREMENTS All work performed in the design, preparation of plans and in the construction or improvement of city streets and all appurtenances, whether public or private shall be the responsibility of the developer or contractor and done to the satisfaction of the City Engineer and in accordance with the plans and specifications approved by the city for the work. It is emphasized that no permits will be issued to start work until plans for that work are approved. Any revisions to the plans shall be approved by the City Engineer before being implemented. A set of “as-built” drawings will be required at the completion of the project and prior to final acceptance of the work. See individual utility sections for more specific “as-built” requirements. City Ordinances and Standards establish policy for the installation of street improvements. Specific application will be determined at the time of permit application and/or issuance. 3-2 ROADWAY TYPES AND GEOMETRICS 3-2.1 GENERAL City of Everett roadways are classified functionally as indicated in Standard Drawing No. 300. Criteria for minimum right-of-way and roadway widths and other geometrics shall be as listed for given classifications. Structural sections and roadway appurtenances shall be as shown on Standard Drawing Nos. 301 and 302. In certain cases permeable pavement may be required to meet stormwater criteria. See Section 4-4.3(4) for permeable pavement design standards. The City Engineer may require the second lift asphalt to be bonded and delayed for up to one year. Typical utility locations for design purposes are shown on Standard Drawing 322. 3-2.2 HORIZONTAL ALIGNMENT 3-2.2(1) CURB RETURN RADII For the intersection of two local streets, the minimum allowable curb radius shall be 25 feet, which is to be measured from the radius point to the face of curb. For the intersection of a local street with any collector or arterial, the minimum radius shall be 30 feet. 3-2.2(2) LOCAL STREETS For the intersection of two local streets, the minimum allowable curb radius shall be 25 feet, which is to be measured from the radius point to the face of curb. For the intersection of a local street with any collector or arterial, the minimum radius shall be 30 feet. 3-2.2(3) OTHER STREETS On all other street intersections, the minimum allowable radii shall be 30 feet. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-2 3-2.2(4) TRUCKS AND BUSES Radii of 40 feet or more should be provided where large truck combinations and buses turn frequently. Larger radii are also desirable where speed reductions would cause problems. 3-2.3 INTERSECTIONS Angle of Intersection 80° to 90° Minimum Centerline Radius N/A Minimum Curb Radius 25 feet 3-2.4 STREET ENDS Cul-de-sacs shall be provided at all permanent street ends, and on any temporary dead end location when the length of the street is more than 150 feet in length. Cul-de-sacs shall be per Standard Drawing 304. On temporary dead ends, when the street is less than 200 feet in length, the required turnaround area may be a hammerhead type of design per Standard Drawing 323. 3-3 EASEMENTS A nonexclusive easement shall be reserved for and granted to all utilities serving subject plat and their respective successors and assigns, over, under and upon the exterior 10 feet parallel with adjoining the street frontage of all lots and common areas in which to install, lay, construct, renew, operate and maintain underground conduits, cables, pipes, and wires; together with other necessary facilities and equipment, for the purpose of serving this subdivision and other property with utility service, together with the right to enter upon the lots at all times for the purposes herein stated. 3-4 FIRE DEPARTMENT ACCESS As required by the fire chief, every building constructed shall be accessible to the Fire Department, both during and after construction, by way of access roadways approved by the Fire Department. The roadway shall have at least 20 feet of unobstructed width, shall have adequate roadway turning radius, and be capable of supporting the imposed loads of fire apparatus. The minimum allowable vertical clearance shall be 13 feet 6 inches. All required fire access roads must be in service prior to commencement of construction. When access roads cannot be installed due to topography, waterways, nonnegotiable grades or other similar conditions, the chief is authorized to require additional fire protection as specified in Section 10.501(b) of the Uniform Fire Code. Such devices or appliances may consist of automatic fire alarm systems, automatic sprinkler or water spray systems, standpipe and hose, fixed or portable fire extinguishers, suitable fire blankets, breathing apparatus, manual or automatic covers, carbon dioxide, foam, halogenated or dry chemical or other special fire-extinguishing systems. Where such systems are provided, they shall be designed and installed in accordance with the applicable Uniform Fire Code Standards. The following definitions shall apply: A. Fire Lane: That portion of the Fire Department access to areas or structures which is required by the provisions of Chapter 46.44 of the Everett Municipal Code. Generally, this access is in larger complexes and constitute continuous loops around buildings or complexes. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-3 B. Fire Access Road: That portion of the Fire Department access to areas or structures which is required by the provisions of Section 10.207 of the Uniform Fire Code, 1991 edition or subsequent revision. This type of access may be provided to almost any type of property. C. Access Easement: That portion of a “fire access road” as defined above which is provided by the granting of a permanent easement over one or more properties in order to provide permanent access to other projects. D. Short Plat Access: That portion of Fire Department access into short plats regulated by Title 18 of the Everett Municipal Code. Temporary access roads in use during building construction shall be constructed for all weather driving conditions. At no time during the construction of the project should the roadway surface consist primarily of dirt, mud, sand, or other material that, in the opinion of the Fire Chief, may impair firefighting or rescue operations. The required 20 foot width must be maintained so that the driving surface is recognizable day or night. The required width of any fire apparatus access road shall not be obstructed in any manner, including parking of vehicles. Minimum required widths and clearances established under this section shall be maintained at all times. The required cul-de-sac turnaround for fire apparatus shall be per Standard Drawing No. 304. 3-5 PARKING LOTS 3-5.1 GENERAL Off street parking lots shall be constructed in conformance with the requirements for number of stalls and landscaping as noted in the Zoning Code. Additionally, if all of the following are met, a maximum of 15% of the required number of stalls may be sized for compact cars, as shown on Standard Drawing 340. Aisle widths may be required to be widened if multiple utility lines are located within the aisle corridor. A. The parking lot contains 20 or more parking spaces. B. The parking area is defined as long term parking, i.e., more than 3-4 hours and does not involve packages. For example, a shopping center could not meet this criterion, but an apartment complex could. C. The compact stalls are located together and are not intermixed with the standard parking stalls. 3-5.2 CONSTRUCTION All parking lot construction shall be inspected by the Public Works Department for conformance to plans for size, layout, drainage control and structural section. The minimum acceptable structural section for parking lots shall be 2 inches compacted depth HMA Class ½” PG 64-22 asphalt pavement placed over 4 inches of Crushed Surfacing Base Course, unless otherwise approved by the City Engineer. In certain cases permeable pavement may be required to meet stormwater criteria. See Section 4-4.3(4) for permeable pavement design standards. Prior to placing any surfacing material on the roadway, it will be the responsibility of the developer/contractor to provide density test reports certified by a professional engineer registered in the State of Washington. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-4 Crushed Surfacing Base Course shall be compacted to 95% maximum density. Density testing for asphalt pavement including the necessity and frequency of core samples will be determined by the engineer on a case by case basis. For construction of Low Impact Development (LID) facilities, construction sequencing shall minimize impacts to proposed LID facilities by reducing potential for soil erosion and compaction of areas where infiltration facilities are planned. 3-5.3 ACCESSIBILITY REQUIREMENTS Within the property lines, accessible (disabled) parking stalls, access isles, and posted signage shall meet the requirements of adopted Washington State Codes and Standards (WAC 51-50 and WAC 51-50-003) and the Americans with Disabilities Act (ADA) as applicable. Safe, convenient disabled access is required from the street to all buildings on site. This is in addition to safe, convenient disabled access between buildings. See Section 3-5.5. 3-5.4 ILLUMINATION Parking lot illumination shall be provided for all parking lots containing more than ten (10) parking spaces, and shall be designed and constructed so as to: A. Provide security lighting to all parking spaces. B. Provide using full-cutoff luminaires to minimize off site lighting impacts. C. Minimize illumination of salmonid bearing streams to minimize potential predation. 3-5.5 PEDESTRIAN CONCERNS Pedestrian walkways may be required within commercial parking lots as determined by city traffic engineer. Internal vehicle and pedestrian circulation for parking lots shall be approved by the planning director and traffic engineer. Parking lot circulation shall allow for access so pedestrians and wheelchairs can easily gain access from public sidewalks and bus stops to building entrances through the use of pedestrian paths which are physically separated from vehicle traffic and maneuvering areas. In shopping center parking lots containing more than 100 spaces, such pedestrian/wheelchair paths shall be a minimum of 5 feet wide and constructed in a manner that they cannot be used as a holding area for shopping carts. Access driveways for parking areas shall be located so as to cause the least possible conflict with vehicular and pedestrian traffic on public rights-of-way. The traffic engineer may require joint use of driveways by more than one property. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-5 3-6 THROAT LENGTH REQUIREMENTS The throat length is the unobstructed storage length requirement measured from the inside face of curb to the first driveway or parking stall. Distances may be reduced for multiple driveways as approved by the City Engineer. Minimum throat for each particular land use are as shown on the following table: MINIMUM THROAT Min Throat Length Land Use Size Collector (ft) Arterial (ft) Light Industrial < > 100,000 sq. ft. 100,001-500,000 sq. ft. 500,000 sq. ft. 25 50 50 50 100 200 Discount Store < > 30,000 sq. ft. 30,000 sq. ft. 25 25 50 75 Shopping Center < > 250,000 sq. ft. 250,001-500,000 sq. ft. 500,001-750,000 sq. ft. 750,000 sq. ft. 25 50 75 125 50 75 200 250 Supermarket < > 20,000 sq. ft. 20,000 sq. ft. 50 75 75 125 Apartments < > 50 units 50-100 units 100-200 units 200 units 25 25 50 75 25 50 75 125 Quality Restaurant < > 15,000 sq. ft. 15,000 sq. ft. 25 25 50 75 Drive-in Restaurant < > 2,000 sq. ft. 2,000 sq. ft. 25 50 75 100 General Office < > 50,000 sq. ft. 50,001-100,000 sq. ft. 100,001-200,000 sq. ft. 200,001-500,000 sq. ft. 500,000 sq. ft. 25 25 50 100 125 50 75 100 150 250 Motel < > 150 rooms 150 rooms 25 25 75 100 3-7 TRAFFIC CONTROL SIGNING AND STRIPING All traffic control devices, signing, striping and other pavement delineation shall conform to the Manual on Uniform Traffic Control Devices (MUTCD). It shall be the developer’s responsibility to furnish all materials and labor as required to install all traffic control as required by the city traffic engineer. All shown on the street improvement plans prior to plan approval. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-6 3-8 TRAFFIC STUDIES A. Responsibility for Traffic Studies All traffic studies are governed by the Traffic Mitigation Ordinance and all rules adopted pursuant thereto. The applicant is urged to contact the City Traffic Engineer prior to beginning a traffic study. Traffic studies are required by the city for all developments in the city that develop 50 or more “peak hour” trips in ether the A.M. or P.M. peak hour, or deemed necessary by the city’s traffic engineer. Developments that develop less than the 50 trip threshold have the option of paying a fee of $80.00 per daily or preparing a traffic study to outline the impacts and mitigations. The primary responsibility for assessing the traffic impacts associated with a proposed development will rest with the developer, with the city serving in a review capacity. The study is the responsibility of the applicant and must be prepared by a registered professional engineer with adequate experience in transportation traffic and/or transportation planning. B. Traffic Study Format 1. Land Use: A brief description of the size of the land parcel, general terrain features and location within the city must be included in this section. In addition, the roadways that afford access to the site, and are included in the study area, must also be identified. 2. Existing and Proposed Uses: The existing and proposed uses of the site must be identified. The intent of the traffic study is to evaluate the traffic impacts due to the development. If the final use is not clear, the land use with the greatest overall traffic impact must be assumed for the study. 3. Project Trip Generation and Distribution The project trip generation is to be determined by the latest approved edition of the ITE Trip Generation Manual, unless otherwise required or approved by the city traffic engineer. The developments peak hour trips are to be distributed through the street network to a level of 10 peak hour trips. 4. Existing and Projected Volumes: Existing traffic volumes including turning movement counts will be provided by the city when available. Growth shall be calculated at 4% per year compounded annually. Separate graphics shall be provided for the existing volumes, for the site generated volumes, and for the cumulative SEPA project volumes. An additional graphic shall be provided compiling all of the information at the horizon year. Volumes including turning movements shall be shown throughout the study area for normal and peak hours. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-7 5. The following Tables should be provided in the study: Table A LEVELS OF SERVICE (LOS) Intersection Existing 1998 w/project 1998 w/o projects 1998 w/mitigations Table B VOLUME Roadway Section Intersection Project a.m. p.m. Existing a.m. p.m. 1998 a.m. p.m. Proj. Vol. as % of Diff. 1/(302) Proj. Vol. as % of Total 1/3 NOTE: The horizon year is normally 5 years from the date of project application. A horizon year of 1998 is used here for illustrative purposes only. 6. Traffic Accidents: Traffic accident information may be required for affected street corridors and intersections. The study period will normally be 3 years. Information is available from the city. Estimates of increased or decreased accident potential must be evaluated for the development, particularly if the proposed development might impact existing traffic safety problems in the study area. Safety mitigation measures must be included where necessary. 7. Recommendations: In the event that analysis indicates unacceptable Levels of Service (LOS) in the study area, a description and cost estimate of the proposed improvements to return intersection to an acceptable LOS is required. The cost estimates should be all inclusive and include any additional right-or-way as required. 8. The Study shall also analyze the interface of entrances and exits with the city street system. The study shall also make recommendations regarding site circulation for both vehicles and pedestrians including handicap access. 3-9 UNDERGROUND UTILITIES 3-9.1 GENERAL 1. The WSDOT/APWA Standard Specifications shall apply unless otherwise stated below. 2. When trenching through existing pavement, the open cut shall be a neat line made by either saw cutting or jackhammering a continuous line. Saw cutting will be required unless the cut is made prior to reconstruction or an overlay. 3. Temporary pavement patch shall be accomplished by using cold mix (MC 250), ATB or steel plates. 4. Permanent pavement patch shall be as specified on Standard Drawing No. 316. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-8 5. Where trench excavation equals or exceeds a depth of 4 feet, the developer/contractor shall provide, construct, maintain and remove, as required, safety systems that meet the requirements of the Washington Industrial Safety and Health Act, RCW 49.17, including WAC 296-155. The trench safety systems shall be designed by a qualified person, and meet accepted engineering requirements (see WAC 296-155-660). 6. The developer/contractor shall furnish, install, and operate all necessary equipment to keep excavations above the foundation level free from water during construction, and shall dewater and dispose of the water so as not to cause injury to public or private property or nuisance to the public. Sufficient pumping equipment in good working condition shall be available at all times for all emergencies, including power outage, and shall have available at all times competent workmen for the operation of the pumping equipment. Water pumped from the trench shall be disposed of using best management practices and shall not be pumped into streams nor to storm drains near streams. 7. Compaction tests will be required to ensure adequate compaction on all lifts. All compaction tests shall be considered by a licensed testing laboratory at the expense of the developer/contractor. See Section 3-4.4 of these Specifications. 8. Reference to the City Engineer below means the city’s representative on site. 9. Water setting of backfill in trenches is not permitted. 3-9.2 TRENCH EXCAVATION The length of trench excavation in advance of pipe laying shall be kept to a minimum and in no case shall exceed 150 feet unless specifically authorized by the City Engineer. The maximum permissible trench width between the foundation level to the top of the pipe shall be 40 inches for pipe 15 inches or smaller inside diameter; or 1-1/2 I.D. plus 18 inches for pipe 18 inches or larger. If the maximum trench width is exceeded without written authorization of the City Engineer, the developer/contractor will be required to provide pipe of higher strength classification or to provide a higher class of bedding, as required by the City Engineer. 3-9.3 TRENCH BACKFILL Suitable native material excavated during trenching shall be used for trench backfill unless notified by the City Engineer that the native material is unsuitable. The City Engineer or his representative will examine excavated native material at the time of excavation to determine its suitability for use as backfill. Native material will be considered suitable for trench backfill if it is: a) Capable of attaining the degree of compaction specified in Section 3-9.4 Compaction. b) Within reasonable tolerance of optimum moisture content. c) Reasonably free of organic material, clay, frozen lumps, rocks or other deleterious matter. Unsuitable backfill material shall be removed from the site and hauled to an approved disposal site. The City Engineer shall be provided with the location of all disposal sites to be used and also copies of the permits and approvals for such disposal sites. Imported material shall meet the requirements of Gravel Borrow as specified in Section 3-20.2 of these Standards or Crushed Surfacing Top Course as specified in Section 9-03.3(3) of the WSDOT/APWA Standard Specifications and Section 3-20.5 of these Standards. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-9 3-9.4 COMPACTION Trench backfill shall be spread in layers and compacted by mechanical tampers of the impact type approved by the City Engineer. The backfill material shall be placed in successive layers with the first layer not to exceed 2 feet above the pipe, and the following layers not exceeding 12 inches in loose thickness with each layer being compacted to the density specified below: a) Improved areas such as street and sidewalks shall be compacted to 90% of maximum dry density to within 3 feet of subgrade. The last 3 feet shall be compacted to 95% of maximum dry density. b) Unimproved area or landscape areas shall be compacted to 90% of maximum dry density. 3-9.5 TRENCHING LONGITUDINAL TO ROADWAY Sewer, water and storm lines that are within the roadway section and longitudinal to the roadway shall be backfilled with native material or Gravel Borrow as approved by the City Engineer to the pavement patch level or subgrade, whichever applies. All other utility cuts such as gas, telephone, power, and cable TV shall be backfilled with controlled density fill. 3-9.6 TRENCHING TRANSVERSE TO ROADWAY Utility trenching that crosses transversely to the roadway alignment will generally not be permitted unless it can be shown that alternatives such as jacking, auguring or tunneling are not feasible or unless the utility can be installed just prior to reconstruction or an overlay of the road. Should an open cut be approved, the trench shall be backfilled with controlled density fill. When high ground water levels are encountered, relief drains shall be installed at 15 feet intervals to prevent damming. The relief drains shall be 3 inch PVC and placed at a minimum 3 feet from finished grade or as otherwise approved by the City Engineer. 3-9.7 JACKING, AUGERING, OR TUNNELING Tunneling may be ordered by the City Engineer under pavements, buildings, railroad tracks, etc. The developer/contractor shall install the pipe by jacking, augering or tunneling, or installing the pipe in a casing pipe by a combination of these methods. When use of a casing pipe is required, the developer/contractor shall be responsible to select the gauge and size required, unless otherwise indicated on the drawings, and consistent with his jacking or auguring operation, and shall be set to line and grade. During jacking or auguring operations, particular care shall be exercised to prevent caving ahead of the pipe which will cause voids outside the pipe. When the carrier pipe is installed within a casing pipe, the carrier pipe shall be skidded into position in an acceptable manner and to the line and grade as designated. The annular space between the casing and the pipe shall be filled with controlled density fill or as otherwise approved. The faces of the jacking pit shall be constructed by driving steel sheets, or installing timber lagging as the excavation proceeds. The sheets, or lagging, shall extend a minimum of 5 feet below the bottom of the pit except at the entrance of the utility. Prior to jacking or auguring activities, shop drawings describing these activities, including dimensioning of pit length and size of underground borings and complete description of shoring, shall be submitted to the City Engineer for approval. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-10 3-10 SURVEYING AND MONUMENTATION 3-10.1 DESCRIPTION This work shall consist of all the surveying and monumentation required to construct the project as described in the plans and these Specifications. It shall be the responsibility of the developer/contractor to furnish materials and install monuments and castings in accordance with the drawings and where directed by the engineer. All survey work shall be performed by or under the direct supervision, of a Professional Land Surveyor (PLS) licensed in the State of Washington. Monument and monument case and cover shall be supplied and installed per Standard Drawing 324. Surveying, as required to construct a given project per the approved plans, shall be furnished by the developer at no expense to the city. It is required that survey stakes be set for new curb and gutter construction, for both horizontal and vertical control. Additionally, any water, storm drain, or sanitary sewer mains which are to be constructed in easements are to have survey offset stakes set prior to starting that work, and any deviation from that staked line must be left uncovered and resurveyed to realign easement as required and for corrected as-built information. 3-10.2 MATERIALS Materials for monumentation shall be Class 3000 concrete or commercial concrete per Section 6-12 of the WSDOT/APWA Standard Specifications and the monument case and covers shall be gray iron castings conforming to the requirements of AASHTO M 105, Class 30B. The cover and seat shall be machined so as to have perfect contact around the entire circumference and full width of bearing surface. 3-10.3 CONSTRUCTION REQUIREMENTS Monuments shall be located at all centerline intersections of intersecting streets. Curved streets shall be monumented at centerline PI’s (point of intersection), if it falls within the street pavement, otherwise the PC (point of curvature) and PT (point of tangency) of the curve shall be monumented. It shall be the developer’s/contractor’s responsibility to provide the surveying required to establish or perpetuate land corner monumentation as may be required on the project. All land corner surveying shall conform to the requirements of RCW 58.09. If the developer’s or contractor’s surveyor replaces or restores an existing or obliterated “General Land Office” (GLO) corner(s), it shall be their responsibility to file “Land Corner Records” for these monuments with the Snohomish County Auditor’s Office. When all land corners have been established, replaced or restored and monumented as described herein, the surveyor shall certify this information with a letter to the City Engineer. This certification letter shall include the location of the monumented corner(s) and that all land corner(s) have been monumented as described herein. The city reserves the right to check survey points and/or the correct locations and elevations of new construction. These spot-checks will not change the requirements for normal checking and testing as described elsewhere, and do not relieve the contractor of the responsibility of producing a finished product that is in accordance with the contract. If unacceptable errors are found due to errors or omissions by the contractor’s survey activities, then the contractor shall correct these error including removing and replacing improvements and pay all expenses incurred by the city including the re-survey. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-11 3-11 STREET ILLUMINATION Street lights shall be provided in plats and for commercial developments. Street light poles shall be aluminum with a concrete base. Special ornamental poles may be installed with approval of the City Traffic Engineer. The luminaires may be supplied and maintained by Snohomish County PUD. Special luminaires, which are not supplied by the PUD, must be approved by the City Traffic Engineer. All street light wiring, conduit and service connections shall be located underground. Street light locations must be approved by the City Traffic Engineer. The installation of special luminaires, not provided by the PUD, shall be the responsibility of the developer. The luminaires shall be full cut –off type and street light locations shall attempt to minimize illumination of salmonid streams to reduce the risk of predation. 3-12 GUARDRAILS Unenclosed floor and roof openings, open and glazed sides of stairways, landings and ramps, balconies or porches, which are more than 30 inches above grade or floor below, and roofs used for other than service of the building shall be protected by a guardrail. See Sections 1712 and 3306 of the latest edition of the Uniform Building Code for specific requirements. For Safety Rail see Section 3-16 of these Standards and Standard Drawing Nos. 325, 325A and 326. Roadway guardrails shall conform to WSDOT/APWA Standard Plan C-1, Beam Guardrail Type 1. Guardrail anchors shall conform to WSDOT/APWA Standard Plan C-6, Guardrail Anchor Type 1. For local streets, end treatment shall conform to WSDOT/APWA Standard Plan C-6, Guardrail Anchor Type 1. For Principal arterials, Minor arterials, collector arterials, or other locations where the end of the guardrail is subject to head-on impacts, a crash tested guardrail terminal shall conform to WSDOT/APWA Standard Plan C-4b and C-4e. All concrete barrier and bridge rails shall have guardrail transition sections with appropriate end treatments. Redirectional landforms are not allowed for permanent installations. 3-13 MAILBOXES New residential developments shall have mailboxes installed similar to Standard 328, or mailbox cluster supplied by the U.S. Postal Service similar to Standard Drawing 329. A. When mailboxes are located adjacent to the sidewalk, the sidewalk shall be widened to provide a clear width of not less than 5 feet from back of curb to any portion of the mailbox structure, per Standard Drawing 329. B. In the case of new road construction or reconstruction requiring mailboxes to be moved back or rearranged, the builder shall coordinate with the U.S. Postal Service through the Everett Postmaster in the main Post Office in Everett, for acceptable box locations and to ensure uninterrupted mail service. Approved locations for mailboxes shall be shown on street construction plans. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-12 3-14 PAVEMENT PATCHING 3-14.1 DESCRIPTION This work shall consist of the patching of various types of pavement cuts, the performances of which shall be in accordance with these Specifications, the WSDOT/APWA Standard Specifications and Standard Drawing 326. 3-14.2 MATERIALS All materials shall conform to the requirements specified for material in other sections of the WSDOT/APWA Standard Specifications as follows: A. Asphalt concrete pavement patch shall be HMA Class ½” PG 64-22 meeting the requirements of Section 5-04. B. Asphalt for temporary patch shall be MC 250 meeting the requirements of Section 9-02. C. Cement concrete pavement patch shall be Class 4000 HES meeting the requirements of Section 6- 02. D. Crushed Surfacing Top Course shall meet the requirements of Section 9-03.0(3). E. Permeable pavement shall be replaced in-kind where feasible. Replacing permeable pavement with conventional pavement materials may be acceptable if the patch area represents a small percentage of the total permeable pavement facility area and does not impact the overall facility function. 3-14.3 CEMENT CONCRETE PAVEMENT RESURFACED WITH ASPHALT CONCRETE Streets which have cement concrete pavements surfaced with asphalt concrete shall be patched as shown on Standard Drawing 326. The cement concrete portion of the patch shall be Class 4000, HES. The thickness shall be 1 inch thicker than the existing concrete base or 6 inches, whichever is greater. The top surface of the concrete patch shall match the top surface of the existing concrete base; in no case shall the top of the concrete be higher than the top of the existing concrete base. Brush finishing will not be required. Joints shall be placed to match existing or as directed by the engineer. Asphalt concrete plant mix shall not be placed until 3 days after the cement concrete base has been placed or otherwise permitted by the engineer. The asphalt concrete plant mix shall not be placed until the concrete base has received a tack coat of CRS-2 at a rate of 0.12 to 0.20 gallons per square yard. The edges of the existing asphalt and castings shall also be painted with the tack coat. The asphalt concrete pavement shall then be placed, leveled, and compacted to conform to the surface of the existing asphalt pavement. Immediately, thereafter, all joints between the new and original asphalt pavement shall be painted with CSS-1 asphalt emulsion and covered with dry sand before the asphalt solidifies. Asphalt shall be compacted to 92% of maximum density as determined by WSDOT Test Method 705. 3-14.4 ASPHALT CONCRETE ON GRANULAR BASE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-13 After the Crushed Surfacing Top Course subgrade has been leveled and compacted, asphalt concrete pavement shall be placed to a thickness of 1 inch greater than the existing asphalt pavement depth or to a minimum of 3 inches, whichever is greater. Asphalt shall t compacted to 92% of maximum density as determined by WSDOT Test Method 705. 3-14.5 UNTREATED ROADWAY SURFACES Existing crushed rock, gravel, and oil mat streets shall be restored with Crushed Surfacing Top Course to a compacted depth of 4 inches within the neat lines of the trench. Crushed surfacing shall be mixed, placed, spread and shaped in accordance with the requirements of Section 4-04 of WSDOT/APWA Standard Specifications. Compaction shall be as specified by one of the methods shown in Section 3- 14.7(1) of these Specifications. 3-14.6 TEMPORARY PAVEMENT PATCHING The contractor shall furnish, place and maintain temporary pavement patching, at locations as directed by the engineer, until such time as a permanent patch of permanent paving can be made. Temporary pavement patch shall consist of a 2 inch thick course of cold mix asphalt (MC 250) over a 4 inch course of Crushed Surfacing Top Course. The crushed surfacing shall be compacted to 96% maximum density as determined by one of the methods described in Section 3-14.7(1) of these Specifications. Asphalt shall be compacted to 90% of maximum density as determined by WSDOT Test Method 705. Temporary asphalt patching shall be required where roadway or walk is needed for vehicular or pedestrian traffic, during the construction period, until permanent pavement and sidewalks can be constructed. In the event that the temporary surface subsides after the initial placement, additional MC 250 and Crushed Surfacing shall be applied to maintain the surface. 3-14.7 CONSTRUCTION REQUIREMENTS 3-14.7(1) GENERAL Pavement patching shall be scheduled to accommodate the demands of traffic and shall be performed as rapidly as possible to provide maximum safety and convenience to public traffic. The placing and compaction of the trench backfill and the preparation and compaction of the subgrade shall be in accordance with the various applicable sections of the WSDOT/APWA Standard Specifications except as modified by these Specifications. Before the pavement patch is to be constructed the pavement shall be saw cut so that the marginal edges of the patch will form a rectangular shape with straight edges and vertical faces. Signs, barricades, lights and other warning devices shall be installed per the requirements of the “Manual on Uniform Traffic Control Devices” and they shall be maintained 24 hours a day until the patching work is completed and ready for traffic. Take appropriate precautions during pavement repair and replacement efforts to prevent clogging of adjacent permeable materials. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-14 Compaction of the subgrade shall be completed prior to the required patching. Subgrade compaction shall be to 95% as determined by one of the following methods: ASTM D1556 (sand cone method) ASTM D2167 (rubber balloon method) ASTM D2922 (nuclear method) 3-14.7(2) CEMENT CONCRETE PAVEMENT After the Crushed Surfacing Top Course subgrade for the pavement has been constructed and compacted to line and grade, the cement concrete pavement patch shall be placed and struck off to a thickness of 1 inch greater than the existing pavement or 8 inch minimum, whoever is greater. All work shall be in accordance with Section 5-05 of the WSDOT/APWA Standard Specifications, except as modified by these Specifications and Standard Drawing No. 316. Through joints and dummy joints shall be placed to match existing or as directed by the engineer. The surface of the concrete patch shall be finished and brushed with a fiber brush. Approved curing compound shall be placed on the finished concrete immediately after finishing. 3-15 ROCKERIES AND ROCK WALLS 3-15.1 DESCRIPTION This work shall consist of constructing rockeries with rock facing height of 8’ or less used for erosion control or the containment of cuts and embankments. Work shall be performed in accordance with these Specifications and Standard Drawing 332. Rockeries over 8’ in height must be designed by a civil engineer licensed in the State of Washington. 3-15.2 MATERIALS All rock shall be sound, angular ledge rock that is resistant to weathering. The longest dimension of any individual rock should not exceed three times its shortest dimension. Acceptability of rock will be determined by laboratory tests as hereinafter specified, geologic examination and historical usage records. All rock delivered to and incorporated in the project shall meet the following minimum specifications: a. Absorption ASTM C127 AASHTO T085 Not more than 2.0% for igneous and metamorphic rock types and 3.0% for sedimentary rock types. b. Accelerated Expansion (15 days) CRD-C-148*1, *2 Not more than 15% breakdown. c. Soundness (MgS04 at 5 cycles) ASTM C88 or CRD-C-137 Not greater than 5% loss. d. Unconfined Compressive Strength ASTM D 2938 Intact strength of 6,000 psi, or greater. e. Bulk Specific Gravity (155pcf) ASTM C127 or AASHTO T-85 Greater than 2.48. The test sample will be prepared and tested in accordance with Corps of Engineers Testing Procedure CRD-C 148, “Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol.” ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-15 Accelerated expansion tests should also include analyses of the fractures and veins found in the rock. The density of the rock shall be equal to, or greater than, one hundred fifty-five (155) pcf. Typically, rocks used for rock wall construction shall be sized approximately as shown on Standard Drawing 332. Rockery caps will be required on all rockeries higher than four feet in the public right-of-way and optional on private property. The cement concrete cap shall be a minimum of two inches thick. Concrete for Rockery Cap shall be Class 3000 or Commercial. Lamp black coloring agent to match the color of the rockery shall be added to the cement concrete during mixing in an amount not to exceed 1 ½ pounds per cubic yard of concrete. Where a pedestrian or ornamental handrail is required, the rockery cap shall be deepened to a minimum of twelve (12) inches for a section six inches either side of each pipe sleeve. Dummy joints shall be constructed at twelve (12) foot intervals. The depth of the dummy joint shall be one-third the depth of the cap. 3-15.3 GENERAL Surfaces reasonably accessible to pedestrians above and adjacent to rockeries over 30” in height shall be protected by a guardrail conforming to Section 1712 of the Uniform Building Code and to Section 3-16 of these Specifications. A Public Works permit is required for all rock walls within the public right-of-way and for all those exceeding 4 feet in height on private property. 3-15.4 CONSTRUCTION REQUIREMENTS The first step in rock wall construction, after general excavation, is to construct a keyway of at least twelve (12) inches in depth, extending for the full length of the rock wall. The keyway shall be inclined back towards the face being protected. Once the competency of the keyway subgrade to support the rock wall is verified, a shallow ditch or trench, approximately twelve (12) inches wide and deep, shall be dug along the read edge of the keyway. A four-inch diameter perforated or slotted high-density polyethylene (HDPE), smooth interior pipe shall be placed in the trench. This stormwater conveyance pipe shall be installed with sufficient slope to initiate flow and the outfall connected to a positive and permanent discharge. The contractor shall have sufficient space available so that he can select from among a number of stockpiled rocks for each space in the rock wall to be filled. Rocks which have shapes which do not match the spaces offered by the previous course of rock should be placed elsewhere to obtain a better fit. Rocks shall be of a generally cubical, tubular or rectangular shape. Any rocks of basically rounded or tetrahedral form shall be rejected or used for filling large void spaces. The first course of rock shall be placed on firm unyielding soil. There shall be full contract between the rock and soil, which may require shaping of the ground surface or slamming or dropping the rocks into place so that soil foundation conforms to the rock face bearing on it. The bottom of the first course of rock shall be a minimum of twelve (12) inches below the lowest adjacent site grade. As the rock wall is constructed, the rocks shall be placed so that there are no continuous joint planes in either the vertical or lateral direction. Whenever possible, each rock shall bear on at least two rocks below it. Rocks should be placed so that there is some bearing between flat rock faces rather than on joints. Joints between courses (the top surface or rock) shall slope back towards the cut face and away from the rock wall. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-16 Because of the nature of the product used to construct a rock wall, it is virtually impossible to avoid creating void spaces between individual rocks. Where voids of greater than six inches in dimension exist in the face of a rock wall, they shall be visually examined to determine if contact between the rocks exists within the thickness of the rock wall. If there is no rock contact within the rock wall thickness, the void shall be chinked with a smaller piece of rock. A rock drainage filter shall be installed between the rear face of the rock wall and the soil face being protected. This drain rock layer shall be at least twelve (12) inches thick. For rock walls eight feet in height or higher, it shall be at least eighteen (18) inches thick. The material for the drainage filter shall be Quarry Rock, as specified in Section 3-20.7 of these Specifications. 3-16 METAL HAND RAILINGS 3-16.1 DESCRIPTION This section applies to providing and building metal hand railings that meet the requirements of the Plans, these Specifications and the City Engineer. 3-16.2 MATERIALS Materials shall meet the requirements of the following: Ornamental Handrail Ornamental handrail shall be constructed in accordance with Standard Drawing 334 and these Specifications. Horizontal rails and vertical support posts shall be 1 ½ inches by 1 ½ inches by 1/8 inch tubular steel conforming to ASTM A120. Balusters shall be ½ inch by ½ inch and the horizontal bottom rail 1-1/2 inches by ½ inch by 1/8 inch channel steel (ASTM A120). Vertical support posts shall be a maximum 8 feet on center and balusters a maximum 4 inches per space. The center of the bottom rail shall be a maximum of 4 inches above finished grade. Finished height of the railing shall be 42 inches above the pedestrian walking surface. Provide slip joints at stairway expansion joints and at 24 feet on center maximum. Pedestrian Handrail (Galvanized Steel and Aluminum) Galvanized Steel and Aluminum pedestrian handrail shall be constructed in accordance with Standard Drawing 335 and these Specifications. Horizontal rails and vertical support posts shall be 1-1/2 inch diameter Schedule 40 Standard pipe and balusters shall be ¾ inch diameter Schedule 40 Standard Pipe. Vertical support posts shall be on 8 foot centers and balusters on 4 inches clear space. Finished height of the railing shall be 42 inches above the pedestrian walking surface. Provide slip joints at stairway expansion joints and at 24 feet on center maximum. 3-16.3 FABRICATION Before fabricating the railing, the contractor shall submit 6 copies of the shop plans for the engineer’s approval. The contractor may substitute other rail connection details for those shown in the plans if details of these changes show in the shop plans and if the engineer approves. In approving shop plans, the engineer indicates only that they are adequate and complete enough. Approval does not indicate a check on dimensions. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-17 Welding shall conform to the requirements of the “Structural Welding Code” AWS D1.1 for steel, and to the requirements of the “Specifications for Aluminum Structures” of the Aluminum Association, for aluminum alloys. All exposed welds shall be ground flush with adjacent surfaces. Railing panels shall be straight and true to dimensions. Adjacent railing panels shall align with each other with a variation not to exceed 1/16 inch. Joints shall be matchmarked. For structures on curves, either horizontal or vertical, the railing shall conform closely to the curvature of the structure by means of series of short chords. The of the chords shall be the distance center to center of rail posts. Steel railing units shall be galvanized after fabrication. Zinc used for galvanizing shall be grade Prime Western conforming to ASTM B6 with a minimum 2 ounces per square foot. Completed aluminum railing units shall be anodized after fabrication conforming to the requirements of the Aluminum Class 1 Anodic Coating, AA-C22-A41. Ornamental railing shall be painted with a rust proof metal primer and one coat of black ornamental iron metal paint. 3-16.4 INSTALLATION The railing shall be erected in accordance with the plans on anchor bolts, or in holes formed by inserts provided in the concrete railing base to receive the railing posts. Sheet metal inserts shall be removed before the erection of the railing. No railing shall be erected on the structure until the sidewalk to which it is to be attached is completed and all falsework supporting the system is released. The railing shall be carefully erected, true to line and grade. Posts and balusters shall be vertical with the direction from the vertical for the full height of the panel not exceeding 1/8 inch. Slip joints shall be as shown on Standard Drawing Nos. 325, 325A and 326. Railing installed without slip joints will be rejected and the contractor shall install new railing at his own expense. 3-17 CEMENT CONCRETE SIDEWALKS 3-17.1 DESCRIPTION This work shall consist of constructing cement concrete sidewalks, thickened edge for sidewalks, curb ramps, and bus shelter pads, including excavation for the depth of the sidewalk and subgrade preparation, in accordance with these Specifications, the WSDOT/APWA Standard Specifications and Standard Drawings 306, 311-313, and 315-322. 3-17.2 MATERIALS Materials shall meet the requirements of the following section of the WSDOT/APWA Standard Specifications: Cement Concrete Class 3000 6-02 Portland Cement 9-01 Aggregates 9-03 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-18 Premolded Joint Filler 9-04 Concrete Curing Materials and Admixtures 9-23 Slump of concrete mix shall not exceed 3-1/2 inches. Lamp black coloring agent for matching the color of newly constructed cement concrete sidewalks to the color of adjacent existing cement concrete sidewalks shall be added to the concrete during mixing in an amount not to exceed 1-1/2 pounds per cubic yard of concrete. No lamp black shall be used in curb ramps. The use of Calcium Chloride as an admixture is prohibited. 3-17.3 CONSTRUCTION REQUIREMENTS 3-17.3(1) GENERAL The curb and gutter section shall be placed prior to the placement of the sidewalk section unless otherwise directed by the engineer. Subgrade shall be approved by the public works inspector prior to concrete being placed. Generally, ¼ inch V-grooves deep are to be placed on 5 feet centers, but at the discretion of the inspector this may be changed to make for a better match with the surrounding area. Expansion joints shall be placed to match those placed in curbs if new sidewalk is poured adjacent a curb and gutter, in all other cases the maximum spacing on expansion joints shall be 30 feet center to center. Dummy joints shall be ½ inch by 1-1/2 inch on 15 foot centers. Through joints shall be ½ inch by 4 inches. A minimum distance of 3 feet is required from the face of curb to any obstruction on or within the sidewalk unless otherwise noted. It is expected there will be sufficient suitable native material excavated from various portions of the improvement to fill low areas in the sidewalk subgrade and planting strip area when needed. Where there is insufficient suitable native material on the project site, the contractor shall furnish, place and compact Gravel Borrow. All sidewalks shall be constructed over a minimum 2 inches of Crushed Surfacing Top Course meeting the requirements of Section 3-20.5 of these Specifications and Sections 9- 03.9(3) of the WSDOT/APWA Standard Specifications compacted to 95% of maximum density. 3-17.3(2) FORMS AND FINE GRADING Wood forms shall be 2”x4” (nominal) in of not less than 10 feet. Steel forms may be used upon approval of the engineer. Forms shall be staked to a true line and grade. A subgrade template shall then be set upon the forms and the fine grading completed so that the subgrade will be a minimum of 3-5/8 inches below the top of the forms. Forms shall be provided around all street name sign posts and traffic sign posts that are placed in concrete areas. Forms used for this purpose shall be 1 foot square or 1 foot minimum diameter cutout, as approved by the engineer. 3-17.3(3) PLACING AND FINISHING CONCRETE The concrete shall be spread uniformly between the forms and thoroughly compacted with a steel shod strikeboard. Through joints and dummy joins shall be located and constructed in accordance with the Standard Drawings. In construction of through joints, the premolded joint filler shall be adequately supported until the concrete is placed on both sides of the joint. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-19 Whenever castings are located in the sidewalk area, joints shall be installed at the casting location to control cracking of the sidewalk. If spacing of joints or scoring is such that installation of joint material would be unsuitable, the contractor shall install rebar to strengthen the sidewalk section. Dummy joints shall be formed by first cutting a groove in the concrete with a tee bar of a depth equal to, but not greater than the joint filler material, and then working the premolded joint filler into the groove. Premolded joint filler for both through and dummy joints shall be positioned in true alignment at right angles to the line of the sidewalk and be normal to and flush with the surface. Where the sidewalk will be contiguous with the curb, it shall be constructed with a thickened edge as shown on Standard Drawing 313. After the concrete has been thoroughly compacted and leveled, it shall be floated with wood floats and finished at the proper time with a metal float. The surface shall be brushed with a fiber hair brush of an approved type in a transverse direction except that at driveway and alley crossings it shall be brushed longitudinally. The placing and finishing of all sidewalk shall be performed under the control of the engineer, and the tools used shall meet with his approval. After brush finish, the edges of the sidewalk and all joints shall be edged again with an edging tool to give it a finished appearance. The surface finish and joint pattern may vary at the direction of the engineer in order to match existing sidewalk. 3-17.3(4) CURING AND PROTECTION The curing materials and procedures specified in Section 5-05.3(13) of the WSDOT/APWA Standard Specifications shall prevail, except that white pigment curing compounds shall not be used on sidewalks. The contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in event of rain or other unsuitable weather. The sidewalk shall be protected against damage or defacement of any kind until it has been accepted by the engineer. Sidewalk which is not acceptable to the engineer because of damage or defacement, shall be removed and replaced by the contractor. 3-17.3(5) CURING AND HOT WEATHER In periods of low humidity, drying winds, or high temperatures, a fog spray shall be applied to concrete as soon after placement as conditions warrant in order to prevent the formation of shrinkage cracks. The spray shall be continued until conditions permit the application of a liquid curing membrane or other during media. The engineer shall make the decision when the use of a fog spray is necessary. 3-17.3(6) COLD WEATHER WORK When the air temperature is expected to reach the freezing point during the day or night, the concrete shall be protected from freezing. The contractor shall provide a sufficient supply of straw, hay, grass, earth, blankets, or other suitable blanketing material and spread it over the pavement to a sufficient depth to prevent freezing of the concrete. The contractor shall be responsible for the quality and strength of the concrete thus cured. Any concrete injured by frost action or freezing shall be removed and replaced at the contractor’s expense in accordance with these Specifications. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-20 3-17.3(7) THROUGH AND CONTRACTION JOINTS Standard locations for through joints for sidewalks are: a) At street margins produced and at 30 foot intervals. b) To separate concrete driveway, stairways, curb ramps and their landings from sidewalks. c) Around the vertical barrel of fire hydrants, around utility poles and large diameter underground utility cover castings when located in the sidewalk area. d) Longitudinally between concrete walks, curbs, paved planting strips and solid masonry or concrete walls where they abut. e) To match as nearly as possible, the through joints in the adjacent pavement and curb when sidewalk abuts to curb. Transverse contractions joints (dummy joints) shall be constructed with premolded material 3/8 inch wide by 2 inches depth, and set at 15 foot intervals, or as decided by the engineer. At no time will dummy joint spacing exceed 15 feet. Transverse and longitudinal through joints as shown on Standard Drawing 315 shall be 3/8 inch thickness premolded non-extruding joint material, cut to a width equal to the full depth of the concrete where located, plus ½ inch. When installed, they shall be placed with top edge 1/8 inch below the finished surface of the concrete, in a perpendicular plane to the surface and with the bottom edge embedded in the subgrade. All joints shall be in straight alignment, except where placed in curved locations. Construction joints for sidewalks shall conform to the applicable requirements for through joints. The top edge shall be 1/8 inch below the finished surface of the sidewalk. At no time will joint spacing exceed 15 feet. 3-17.3(8) CURB RAMPS In accordance with State law, curb ramps shall be provided at all pedestrian crossing with curb sections. It is required that when a ramp is constructed giving handicap access to the roadway area, the corresponding ramp at the opposite side of the roadway will also be required. Exact locations at each curb return will be approved in the field during construction. Curb ramps shall be constructed in accordance with the Standard Drawings 318, 319, 320 and 322. Curb ramps shall be constructed where shown on the plans or as described by the engineer. This work shall include curb ramps installed in new sidewalks and curb ramps to be installed in existing sidewalks. Existing sidewalks shall be neatly saw-cut full depth prior to construction of curb ramps. Curb ramps shall be constructed separately from the sidewalk to produce a definite break line between the ramp and the sidewalk. A 3/8 inch non-extruded through joint material shall be installed between the curb ramp and the sidewalk with edging. Ramp texturing is to be done with an expanded metal grate placed and removed from wet concrete to leave a diamond pattern as shown. The long axis of the diamond pattern shall be perpendicular to the curb. Grooves shall be 1/8 inch deep and ¼ inch wide. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-21 Curb ramps will not be poured integral with sidewalk and shall be isolated by expansion joint material on all sides, but not at end of ramp adjacent to the roadway. 3-17.3(9) VAULTS AND BOXES Effort should be made to locate any vaults outside of sidewalks and pedestrian pathways. This includes vaults for fire service access, underground lift stations, air release valves, and any other hatch larger than routine traffic vaults or water meter boxes. The applicant will have to demonstrate why a larger vault is necessary in the sidewalk or otherwise ask for a variance to this standard. A variance can be approved by the Public Works Director or designee. Hatches within the sidewalk will require separate approval. If located in the sidewalk, all vault covers require a non-slid/non-skid treatment at time of installation and have a one-year warranty/bond by applicant to replace or ensure satisfactory install at the one-year anniversary. Vaults and boxes within sidewalk or pedestrian walkways will be required to: • Conform to the details show on the WSDOT Standard Plans J-40 series, City of Everett Standard Drawing 808, and shall be of the type indicated in the plans. • Have base sections as shown in City of Everett Standard Drawing 808. • Be Oldcastle vault types 233-LA, 444-LA, 504-LA, or approved equivalent. • Have lids for the vaults that are of types 23-2436P, 44-332P, or 55-332P. • Meet a gap acceptance requirement of no more than ½ inch wide or greater than ¼ inch depression. Any junction boxes or vaults that do not meet the gap acceptance requirement will be rejected. • Have a slip-resistant lid and frame that shall be treated with Mebac#1 as manufactured by IKG industries, SlipNOT Grade 3-coarse as manufactured by W.S. Molnar Co., or SafTrax TH604 as manufactured by Thermion, Inc. Where the exposed portion of the frame is ½ inch wide or less the slip-resistant treatment may be omitted on that portion of the frame. The slip-resistant lid shall be identified with permanent marking on the underside indicating the type of surface treatment (“M1” for Mebac#1, “S3” for SlipNOT Grade 3-coarse, or “TH” for Thermion) and the year manufactured. The permanent marking shall be 1/8 inch line thickness formed with a mild steel weld bead. The City would accept cutout easements for utility vaults where necessary when developments place them outside of the public right-of-way to avoid the pedestrian walkway. 3-18 CURB AND GUTTER 3-18.1 DESCRIPTION The standard curb and gutter section used in Everett shall be Type A-1 per Standard Drawing 307. No new curb and gutter is to be placed until forms have been checked and approved for line, grade and compaction by the public works inspector. 3-18.2 MATERIALS Materials shall meet the requirements of the following Sections of the WSDOT/APWA Standard Specifications: Portland Cement 9-01 Concrete Aggregate 9-03 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-22 Reinforcing Steel 9-07 Premolded Joint Filler 9-04 Curing Compounds 9-23 The Portland Cement Concrete shall meet the requirements of Sections 5-05 of the WSDOT/APWA Standard Specifications. Concrete mix for curbs shall be Class 3000. Slump of the concrete shall not exceed 3 ½ inches. All new curb and gutter shall be placed over not less than 2 inches of Crushed Surfacing Base Course compacted to 95% maximum density. Forms may be of wood or metal at the option of the contractor, provided that the forms as set will result in a curb, or curb and gutter of the specified thickness, cross section, grade and alignment shown on the drawings and Standard Drawing 307. 3-18.3 PLACING CONCRETE The subgrade shall be properly compacted and brought to specified grade before placing concrete. The subgrade shall be thoroughly dampened immediately prior to the placement of concrete. Concrete shall be spaded and tamped thoroughly into the forms to provide a dense, compacted concrete free of rock pockets. The exposed surfaces shall be floated, finished and brushed longitudinally with a fiber hair brush approved by the engineer. The rate of concrete placement shall not exceed the rate at which the various placing and finishing operations can be performed in accordance with these Specifications. If concrete is to be placed by the extruded method, the contractor shall demonstrate to the satisfaction of the engineer that the machine is capable of placing a dense, uniformly compacted concrete to exact section, line and grade. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-23 3-18.4 CURING Transparent curing compounds shall be applied to all exposed surfaces immediately after finishing. Transparent curing compounds shall contain a color dye of sufficient strength to render the film visible on the concrete for a minimum period of 4 hours after application. The contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in event of rain or other unsuitable weather. Additional requirements for curing in hot weather shall be as specified in Section 3-17.3(5) of these Specifications. Additional requirements for curing in cold weather may be found in Section 3-17.3(6) of these Specifications. 3-19 CEMENT CONCRETE DRIVEWAYS 3-19.1 DESCRIPTION This work shall consist of cement concrete driveway and alley returns constructed at the locations shown on the drawings and where directed by the engineer, and shall be in accordance with these Specifications, the WSDOT/APWA Standard Specifications and Standard Drawings 315, 316, and 317. Type 1 driveways should only be used where there is likely to be limited stormwater runoff in the gutter line or adequate drainage facilities exist to prevent street stormwater from flowing onto adjacent properties. 3-19.2 MATERIALS Materials shall meet the requirements of the following sections of WSDOT/APWA Standard Specifications: Portland Cement 9-01 Fine Aggregate 9-03 Coarse Aggregate 9-03 Joint Materials 9-04 Curing and Admixtures 9-23 The concrete mix shall be as specified for Class 3000 and the slump of the concrete shall not exceed 3 inches. A minimum of 2 inches of Crushes Surfacing Base Course shall be compacted to 95% maximum density prior to any placement of concrete. 3-19.3 CONSTRUCTION REQUIREMENTS 3-19.3(1) GENERAL No driveway approach shall project beyond the extension of the side property line to the curb, unless the owner of the adjacent property is a co-signer of the driveway permit. There must be at least 20 feet of full height curb between driveways serving any one property frontage. The City Engineer shall have the authority to restrict the number, size and location of access driveways. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-24 There must be at least 6 feet of full height curb between driveways on adjacent lots. Driveway locations, etc. are further clarified in the Everett Municipal Code and must conform accordingly. In critical on-street parking areas, additional off-street parking space(s) are required for the on-street spaces eliminated by any driveway(s). Driveway aprons shall be constructed per Standard Drawings 315, 316, or 317 as applicable. The minimum thickness of the driveway apron shall be 6 inches, placed over a minimum of 2 inches of Crushed Surfacing Base Course compacted to 95% maximum density over a compacted subgrade. In all cases, subgrade and rock grade shall be approved by the public works inspector prior to concrete being placed. Driveway aprons over 15 feet wide shall have an expansion joint placed in the center of the apron. In locations where a new driveway is to be constructed and sidewalk and curb and gutter is already existing, it must be totally removed and replaced to driveway standards. It is not permissible to “knock- off” existing curb and install driveway apron, the total curb and gutter section must be removed, either by sawcutting or to the nearest expansion joint, and replaced to driveway standards. New driveways installed in areas where curb and gutter improvements are not existing, and not required to be installed, shall be paved from the existing edge of pavement to the property line regardless of whether the remainder of the driveway on the private property is paved. In areas not fully improved with curbs and sidewalks, the elevation of the driveway at the point where it crosses the property line shall not be more than 3 inches higher than the elevation of the centerline of the existing paved street if driveway is rising on the private property side and no lower than level with the elevation of the centerline of the existing street if the driveway is going down on the private property side. 3-19.3(2) COMMERCIAL DRIVEWAYS When allowed, driveways located closer than 200 feet from the approach to an arterial intersection shall be signed and marked “Right Turn Only” unless otherwise approved by the city traffic engineer. A. Commercial Driveway Width: Street Driveway Posted Speed Max Width* MPH feet 25 30 26-45 36 Over 45 42 *Dimension on Standard Drawings 315, 316, and 317. The minimum width of driveway shall be 20 feet. B. Grade: The maximum recommended grade is Vertical curves should be used for smooth transitions at significant grade differentials. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-25 3-19.3(3) RESIDENTIAL DRIVEWAYS A. Width: The maximum width shall be 20 feet at dimension on Standard Drawings 315, 316 and 317. B. Grade: The maximum recommended grade is 15%. (20% for modifications to existing driveways.) Grade changes that exceed 16% shall require vertical curves to connect tangents. 3-19.3(4) INTERSECTION TYPE CRITERIA Private intersection type driveway openings will be considered in lieu of conventional driveways in commercial areas where the criteria A through D below are met. Meeting the criteria is not a guarantee that an intersection type driveway will be allowed. A. Projected driveway usage is greater than 1,000 vehicles per day. B. The opening is at least 160 feet from any other intersection. C. The opening is at least 160 feet from any other driveway on the property frontage under control of the applicant. D. A minimum 100 feet storage area is provided between the curb line on the street and any turning or parking maneuvers within the development. 3-19.3(5) EXCAVATION AND SUBGRADE Where directed by the engineer, unsuitable material in the subgrade shall be removed to a specific depth and backfilled with select material such as Gravel Borrow conforming to Section 3-20.2 of these Specifications. Before any concrete is placed, the contractor shall bring the subgrade to the required line, grade and cross- section. The contractor shall maintain the subgrade in the required condition until the concrete is placed. Compaction shall be to 95% standard density. 3-19.3(6) FORMS AND FINE GRADING Forms for the straight sections of the driveway or alley return shall have a minimum thickness of 2 inches and be equal to the nominal depth of the concrete. Plywood or 1 inch lumber may be used on radii. All forms shall be securely staked and blocked to true line and grade. A template shall be set upon the forms and the subgrade shall be fine graded to conform to the required section. The subgrade shall then be compacted to the approval of the engineer. Prior to placement of the concrete, the subgrade shall be thoroughly dampened. 3-19.3(7) PLACING AND FINISHING The concrete shall be spread uniformly between the forms and thoroughly compacted with an approved type of strikeboard. Through joints and contraction joints shall be located and constructed in accordance with the Standard Drawings. In the construction of through joints, the premolded joint filler shall be adequately supported until the concrete is placed on both sides of the joint. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-26 Contraction joints (dummy joints) shall be formed with a tee bar by first cutting a groove in the concrete to a depth equal to, but not greater than the joint filler material and then working the premolded joint filler into the groove. Premolded joint filler for both through and dummy joints shall be positioned in true alignment and at right angles to the center line of the driveway or alley return. After the concrete has been thoroughly compacted and leveled, it shall be floated with wood floats and finished at the proper time with a metal float. Joints shall be edged with ¼ inch radius edger and the driveway or alley return edges shall be tooled with ½ inch radius edger. The surface shall be brushed in a transverse direction in relation to the center line of the driveway or alley return with a fiber hair brush of approved type. 3-19.3(8) CURING AND PROTECTION The curing materials and procedures specified in Sections 5-05 and 9-23 of the WSDOT/APWA Standard Specifications and Section 3-17.7 of these Specifications shall be used. The driveway and the alley return shall be protected against damage or defacement of any kind until acceptance by the Owner. Any driveway or alley return not acceptable, in the opinion of the engineer because of damage or defacement, shall be removed and be replaced by the contractor. Before placing any concrete, the contractor shall have on the job site enough protective paper to cover the pour of an entire day, in event of rain or other unsuitable weather conditions. 3-20 PROPORTIONING OF MATERIALS 3-20.1 CONTROLLED DENSITY FILL (CDF) CDF shall conform to the following specifications: 1. Portland Cement: Type I-II AASHTO M85. 2. Mineral Filler Admixtures: pozzolans or fly ash (ASTM C-618, Class 3. Aggregate: Washed Coarse Sand. CDF shall be used in the following proportions for 1 cubic yard. Batch weights may vary depending on specific weights of aggregates. Portland Cement 50 lbs/yd3 Fly Ash 250 lbs/yd3 Washed Coarse Sand (SSD) 3,200 lbs/yd3 Water 50 gals/yd3 (Max) Add sufficient water to provide a 6 inch to 8 inch slump delivered in place at the job site. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-27 3-20.2 GRAVEL BORROW The gradation for Gravel Borrow in Section 9-03.14 of the WSDOT/APWA Standard Specifications is superseded by the following: U.S. Standard Percent Passing Sieve Size By Dry Weight 3 inch 100 2 inch 85 - 100 1-1/4 inch 75 - 100 No. 4 30 - 70 No. 40 0 - 25 No. 200 5 Max. Sand Equivalent 50 Min. 3-20.4 SPAWNING GRAVEL Spawning Gravel shall be clean, well-rounded, uniformly graded and shall conform to the following gradation: Sieve Size Percent Passing 4” Square 100 3” Square 85 - 95 1-1/2” Square 65 - 75 1/2” Square 0 - 50 1/4” Square 2 Max. All percentages are by weight. 3-20.5 CRUSHED SURFACING Crushed Surfacing Top Course and Crushed Surfacing Base Course shall meet the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. 3-20.6 FOUNDATION MATERIAL CLASS A Foundation Material Class A shall meet the requirements of Section 9-03.17 of the WSDOT/APWA Standard Specifications. 3-20.7 QUARRY SPALLS Quarry Spalls shall meet the requirements of section 9-13.6 of the WSDOT/APWA Standard Specifications. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STREETS AND RELATED WORK 3-28 3-20.8 NON-SHRINK CEMENT SAND GROUT Non-shrink cement sand grout shall be proportioned as follows: 1 part high early strength cement. 2 parts clean fine-grained sand by weight and well-mixed with sufficient water to obtain a stiff consistency. Unpolished aluminum powder shall be added to the dry cement in the proportion of one heaping teaspoonful per sack of cement no more than 30 minutes before the grout mixture reaches its final in-place position. The required strength of the non-shrink concrete or grout shall be fc=4,000 psi and be verified by the cube strength test. The strength shall be confirmed by Schmidt hammering of the pads. Prior to placing the grout, the contact surface shall be thoroughly cleaned, roughened and wetted with water. The grout shall be covered with burlap sacks after the initial concrete set and wetted at regular intervals until the required strength is obtained. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-1 SECTION 4 - STORM AND SURFACE WATER 4-1 GENERAL This section of the Standards provides criteria for the design of storm and surface water drainage systems, including stormwater conveyance pipes, culverts, and catch basins, on-site stormwater management, flow control, and water quality treatment facilities. Each of the sections in this chapter contains the design criteria and reference standard drawings for the various systems or facilities. Drainage control and stormwater treatment shall be provided for all property improvements within the City of Everett per these Standards, the City of Everett Stormwater Management Manual, Everett Municipal Code Sections 14.28 and 14.56, the City’s Surface Water Comprehensive Plan, and the City’s Zoning Code. The City of Everett Stormwater Management Manual (Stormwater Management Manual) shall be the Washington State Department of Ecology’s Stormwater Management Manual for Western Washington, current edition. All requirements of the manual shall be the City of Everett’s requirements, except as augmented herein. Where conflicts exist between the Stormwater Management Manual and the requirements herein the requirements herein shall take precedence. The combined requirements will apply to all new and redevelopment projects and activities within the City of Everett unless one of the following applies: • The project site is legally served by a combined storm and sanitary sewer system, in which case the stormwater standards shall be as determined by Public Works Department policy. • The project type or activity is included in the list of exempt practices included in the City of Everett Stormwater Management Manual • The activity is a part of regular operations permitted under an individual NPDES permit or a separate General Permit issued by the Washington Department of Ecology, except the Construction Stormwater General Permit. • The activity is covered under the WSDOT Stormwater General Permit and is designed in accordance with the WSDOT Highway Runoff Manual, provided that any more restrictive City of Everett requirements are met. • The City Engineer, at his discretion, may allow roadway and transportation related projects to be designed in accordance with the WSDOT Highway Runoff Manual provided that any more restrictive City of Everett requirements are met. • Drainage facilities conceived, designed, or constructed by or through an agent of the City shall be exempted from the submittal and permitting requirements of the City of Everett Stormwater Management Manual. The City shall meet the intent and specific requirements of the Stormwater Management Manual on all projects relative to drainage or incorporating drainage components and shall maintain records adequate to reflect such compliance. These records shall be available upon request per the State Public Disclosure of Information Act, RCW 42.17. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-2 4-2 STORM DRAINAGE CONVEYANCE SYSTEM DESIGN CRITERIA 4-2.1 OVERVIEW For the purposes of this section, the conveyance system includes all portions of the surface water system that transport storm and surface water runoff, either natural or man-made, except those features protected as environmentally sensitive areas under the City’s zoning code. Environmentally sensitive areas may only be modified as allowed under the City of Everett Zoning Code. Stormwater must generally be treated and detained prior to discharge to an environmentally sensitive area, including those features created for mitigation. This section covers the following components of the conveyance system: Pipe systems Culverts Outfalls Open Channels 4-2.2 DESIGN FLOW AND ROUTE REQUIREMENTS 4-2.2 DESIGN FLOW The method used to determine the design flow will depend on the characteristics of the drainage area and the type of conveyance. Refer to Section 4-3.1 for appropriate methods for calculating design flows. The design flow for each conveyance system category is as follows: • Private Property – o The project's internal drainage system shall be designed for a 25-year recurrence interval peak flow rate from the contributing drainage area under fully developed conditions. • Public Roads and other Public Rights of Way o All conveyances within public roads or other public rights of way shall be designed to pass a 25-year recurrence interval peak flow rate from the contributing drainage area under fully developed conditions. • Culverts and Bridges – o Culverts for and bridges over natural channels shall be designed to safely convey the 100- year recurrence interval peak flow rate from the contributing drainage area under fully developed conditions. o Culverts and bridges shall also be designed to meet fish passage requirements, where applicable. A backwater analysis (see Section 4-2.2(3)) may be required for a proposed or existing pipe system if the ability of the pipe system to convey the peak rate of runoff from the 25-year design storm event may be affected by tailwater conditions (outlet control) anywhere in the pipe system. 4-2.2 CONVEYANCE SYSTEM LOCATION New conveyance system alignments that are not in dedicated tracts or right-of-way shall be located in drainage easements that are adjacent and parallel to property lines. The width of the permanent easement ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-3 must be completely within a single parcel or tract and not split between adjacent properties. Topography and existing conditions are the only conditions under which a drainage easement may be placed that is not adjacent and parallel to a property line. 1. A drainage easement with a minimum width of 15 feet shall be provided for publicly maintained open channels, closed drainage systems, and from established city streets to a stormwater facility. 2. Pipes installed in public easements shall be constructed in the center of the easement, as nearly as possible, but in no case shall the pipe be within five feet of any structure or property line. 3. No structures shall be erected within any public drainage easement. Construction of a fence across a public easement is allowed provided a 15-foot wide access gate is provided. 4. All public easements, except for special circumstances, shall be located to run within single lots rather than being split by a lot line. 5. All drainage facilities such as detention or retention ponds or infiltration systems to be maintained by the City shall be located in separate tracts dedicated to the City. Conveyance systems for these facilities may be in easements or as part of the drainage facility tract. 6. Drainage facilities that are designed to function as multi-use recreational facilities shall be located in separate tracts or in designated open space and shall be privately maintained and owned, unless dedicated to and accepted by the City. 7. Any new conveyance system located on private property designed to convey stormwater runoff from other private properties must be located in a private drainage easement granted to the contributors of stormwater to the systems to convey surface and stormwater and to permit access for maintenance or replacement in the case of failure. The easement shall be a minimum of 15 feet in width. 8. All pipes and channels must be located within the easement so that each pipe face or top edge of channel is no closer than 5 feet from its adjacent easement boundary. 9. Pipes greater than 5 feet in diameter and channels with top widths greater than 5 feet shall be placed in easements adjusted accordingly so as to meet the required dimensions from the easement boundaries. 4-2.2 PIPE SYSTEM DESIGN CRITERIA Two methods of hydraulic analysis using Manning's Equation are used for the analysis of pipe systems. The first method is the Uniform Flow Analysis Method, commonly referred to as the Manning's Equation, and is used for the design of new pipe systems and analysis of existing pipe systems. The second method is the Backwater Analysis Method. If the City determines that, as a result of the project, runoff for any event up to and including the 100-year peak frequency flow would cause damage or interrupt vital services, a backwater (pressure sewer) analysis shall be required. A backwater analysis shall also be used when the outlet of the pipe system being analyzed is fully or partially submerged or can be expected to be so during the design storm event. Examples of where this may be encountered include discharge to a river, tidally influenced water body, stormwater pond or a low gradient open channel conveyance system. When a backwater calculation is required, the design engineer shall analyze the 25- and 100-year peak flows and demonstrate compliance with the requirements in section 4-2.2(1): • For the 25-year recurrence peak flow rate, there shall be a minimum of one-half a foot of freeboard between the water surface and the top of any manhole or catch basin. • For the 100-year recurrence peak flow rate: o Overtopping of the pipe conveyance system may occur; however, the additional flow shall not extend beyond half the lane width of the outside lane of the traveled way and shall not exceed 4 inches in depth at its deepest point. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-4 o Off-channel storage on private property is allowed with recording of the proper easements. The additional flow shall be analyzed by open channel flow methods. Results of the backwater analysis shall be provided to the City in tabular and graphic format showing hydraulic and energy gradient. When using the Manning's Equation for design, each pipe within the system shall be sized and sloped such that its barrel capacity at normal full flow is equal to or greater than the design flow rate. Table 4-2.2(3) provides the recommended Manning's values for preliminary design for pipe systems. (Note: The values for this method are 15 percent higher in order to account for entrance, exit, junction, and bend head losses.) Manning’s values used for final pipe design must be documented in the Stormwater Site Plan. Nomographs may also be used for sizing the pipes. For pipes flowing partially full, the actual velocity may be estimated from engineering nomographs by calculating Qfull and Vfull and using the ratio of Qdesign/Qfull to find V and d (depth of flow). Refer to the most current version of WSDOT’s Hydraulics Manual for nomographs and additional guidance on the design of pipe systems. Table 4.2.2(3) Recommended Manning’s Values for Preliminary Pipe Design Analysis Method Type of Pipe Material Backwater Flow Manning's Equation Flow A. Concrete pipe and CPEP-smooth interior pipe 0.012 0.014 B. Annular Corrugated Metal Pipe or Pipe Arch: 1. 2⅔ x ½ inch corrugation (riveted) a. plain or fully coated 0.024 0.028 b. paved invert (40% of circumference paved): flow full depth 0.018 0.021 flow 0.8 depth 0.016 0.018 flow 0.6 depth 0.013 0.015 c. treatment 5 0.013 0.015 2. 2.3 x 1-inch corrugation 0.027 0.031 3. 3.6 x 2-inch corrugation (field bolted) 0.030 0.035 C. Helical 2⅔ x ½-inch corrugation and CPEP-single wall 0.024 0.028 D. Spiral rib metal pipe and PVC pipe 0.011 0.013 E. Ductile iron pipe cement lined 0.012 0.014 F. High density polyethylene pipe (butt fused only) 0.009 0.009 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-5 4-2.3 PIPE SYSTEMS Pipe systems are networks of stormwater conveyance pipes, catch basins, manholes, inlets, and outfalls designed and constructed to convey surface and stormwater runoff. The hydraulic analysis of flow in stormwater conveyance pipes is typically limited to “gravity flow”. The following subsections give design criteria for different components and aspects of pipe systems. 4-2.3(1) PIPE MATERIALS 1. Pipe material, joints, and protective treatment shall conform to the requirements set forth in Section 9-05 of the WSDOT/APWA Standard Specifications. The following pipe materials are allowed for use in pipe systems in the City of Everett; other pipe materials may be approved on a case-by-case basis: a) Plain concrete pipe (12 inches in diameter, used only for driveway culvert) b) Reinforced concrete pipe c) Ductile iron pipe d) Galvanized or aluminized corrugated iron or steel pipe, treatment 1 through 6 (not to be used in city maintained systems unless approved in advance by the City Engineer) e) Aluminum Storm Sewer Pipe (not to be used in city maintained systems unless approved in advance by the City Engineer) f) PVC pipe (SDR35, ASTM D3034 with 3 feet of cover, minimum) g) Corrugated polyethylene storm sewer pipe, with smooth interior h) High-Density Polyethylene (HDPE) pipe 2. Coupling bands shall be of the same material as the pipe. 3. Materials for concrete, rubber gaskets, metal castings, reinforcing steel, and masonry units shall meet the requirements of the appropriate sections of the WSDOT/APWA Standard Specifications. 4. Galvanized or aluminized pipe are not permitted in marine environments or where salt water may occur, even infrequently through backwater events. 5. HDPE pipe systems longer than 100 feet must be secured at the upstream end and the end must be placed in a 4 foot section of the next larger pipe size. The sliding sleeve connection accounts for the high thermal expansion/contraction coefficient of this pipe material. 6. Stormwater pipe trenches shall be backfilled in accordance with Standard Drawing 614 and 615. 4-2.3(2) PIPE SIZES, SLOPES, AND VELOCITIES 1. No stormwater conveyance pipe between catch basins or manholes in the public right-of-way shall be less than 12 inches in diameter, with the exception that 8-inch pipe may be used between inlets and catch basins in runs of 50 feet or less. Private storm drain pipes receiving surface runoff shall be a minimum of 8 inches in diameter 2. The minimum velocity in any pipe or culvert carrying the design storm flow shall be 2 feet per second, unless otherwise approved. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-6 3. The maximum allowable velocity in any pipe shall be 30 feet per second, except that continuously fused HDPE pipe may exceed 30 feet per second if the pipe is designed to accommodate higher velocities. 4. Changes of pipe size are allowed only at junctions, and structures must be located at all junctions. 5. decrease in pipe size is not a recommended practice and will only be allowed under special conditions, where approved by the City Engineer. 6. Stormwater conveyance pipe used for private roof/footing/yard drain systems may be less than 8- inch diameter and sized according to the application. 4-2.3(3) STRUCTURES 1. Manholes, catch basins, and inlets shall be constructed of pre-cast units in accordance with the following Standard Drawings: Item Section Manholes 605 through 607 Catch Basins 402 through 405 Inlets 401 Steps and Ladder 608, 609 Frames and Grates 406 through 412 Clean-out 421 2. Catch basin (or manhole) diameter shall be determined by pipe size and orientation at the junction structure. A plan view of the junction structure, drawn to scale, will be required when more than four pipes enter the structure on the same plane, or if angles of approach and clearance between pipes is of concern. The plan view (and sections if necessary) must ensure a minimum solid concrete wall distance between pope openings of 8 inches for 48 inch and 54 inch catch basins and 12 inches for 72 inch and 96 inch catch basins. 3. Catch basin evaluation of structural integrity for H-20 loading may be required for multiple junction catch basins and other structures. 4. Catch basins shall be provided within 50 feet of the entrance to a pipe system to provide for silt and debris removal. 5. The maximum slope of the ground surface for a radius of 5 feet around a catch basin grate shall be 3:1. 6. A Type II catch basin or a manhole shall be required when the depth to the lowest pipe invert exceeds 5.5 feet, regardless of the pipe size. 7. All Type II catch basins and all manholes shall be equipped with ladders per Standard Drawings 608 or 609. 8. A Type II catch basin shall be installed as the last collector in the public right-of-way prior to discharge to the combined sanitary sewer. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-7 9. Concrete inlets shall not be used where the discharge goes directly into the main storm drain system. 10. Area or yard drains consisting of plastic catch basins or pipe tees shall be allowed only in privately owned and maintained systems, shall be located only in non-traffic areas and only drain catchments consisting primarily of landscape or otherwise vegetated areas. Area or yard drains may also be used as overflow structures in rain gardens and bioretention facilities as allowed in the Stormwater Management Manual. Multiple area or yard drains may be used in succession. However, area or yard drains may not be located of standard catch basins or inlets on the same system. Yard drain grates must be sized appropriately for their catchment area and shall be a minimum of 12 inches x 12 inches unless specifically approved otherwise. 4-2.3(4) PIPE ALIGNMENT/CONNECTIONS/CROSSINGS 1. Pipes must be laid true to line and grade with no curves, bends, or deflections in any direction, except for HDPE and ductile iron with flanged restrained mechanical joint bends (not greater than 30 degrees) on steep slopes. Tracer wire shall be applied to all HDPE pipe which deviates from a straight line and grade. 2. A catch basin or manhole will be required at all changes in storm drain diameter and changes in grade or alignment. 3. Connections to a pipe system shall be made only at catch basins or manholes. No wyes or tees are allowed except on roof, footing, or yard drain systems on pipes 8 inches in diameter or less, with clean-outs upstream of each wye or tee. 4. 6 inches minimum vertical and 3 feet minimum horizontal clearance (between outside surfaces) shall be provided between storm drain pipes and other utility pipes and conduits. 5. Any closed storm drainage system collecting runoff from paved areas in the public right-of-way or private property shall provide for floatable material separation, per Standard Drawings 413 and 414, prior to discharge to the main storm drainage system in the public right-of-way, unless otherwise approved by the City Engineer. 6. All PVC connections to catch basins or manholes shall be made by grouting in an approved manhole adapter into which the PVC pipe is inserted. 7. Activities such as trench excavation, tunneling or boring, pipe embedment, backfilling, compaction, safety and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in other Sections of these Standards. For all the above, except pavement patching, see Section 3-9 Underground Utilities and Standard Drawings 614, 615, and 620. For pavement patching see Section 3-14 and Standard Drawing 326. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-8 4-2.3(5) FRAMES/LIDS/GRATES/COVERS 1. In general, frames and grates shall be furnished and installed per Standard Drawings 406 through 412. 2. The cover or grating of a manhole or catch basin shall not be grouted to final grade until the final elevation of the pavement, gutter, ditch, or sidewalk in which it is to be placed has been established, and until permission thereafter is given by the City inspector to grout the cover or grating in place. 3. Lids, grates, and covers shall be seated properly to prevent rocking. 4. All catch basins and manholes in unpaved areas shall be equipped with locking frames and lids or grates per Standard Drawings 406 through 411 or 611. 5. Vaned grates, in accordance with Standard Drawing 411, shall be provided for all inlets and catch basins within the public right of way, except that solid covers shall be used where the structure is not intended to collect surface flow. Bi-directional vaned grates in accordance with Standard Drawing 411 shall be provided in sag vertical curves where gutter line flow approaches from both directions. 6. Herringbone grates may be used only on private systems. Herringbone grates are best suited to uses where surface flow approaches from multiple directions, such as in a parking lot. Vaned grates are recommended for use adjacent to curb lines and any other situation where flow generally approaches the grate from a single direction. 7. All Type II catch basins and all manholes with catches shall be supplied with locking lids or grates. 8. Type II catch basins and manholes functioning exclusively as access structures shall be equipped with round 24 inch covers and framed per Standard Drawing 611. 9. Round lids on all storm drain structures shall have “Drain” cast into the lid. 10. In conditions when the effectiveness of a normal grate installation would be limited, an open curb face frame and grate shall be furnished and installed per Standard Drawing 412. These conditions include high likelihood of clogging from leaf fall, especially in sag vertical curves; when the inlet is a surface drainage end point, such as a cul-de-sac; and when normal inlet grates may be passed over due to the road grade. The use of open curb face frame and grates must be approved by the City Engineer. 4-2.3(6) RESTRICTOR DEVICES 1. The minimum orifice size diameter allowed for use in the City of Everett is one half inch. 2. The minimum width of a notch allowed for use in the City of Everett is one quarter inch. 3. Restrictor devices shall be constructed and installed in accordance with Standard Drawing 415 and 416. 4. Proprietary flow restricting devices may be considered on a case by case basis. Proprietary devices must demonstrate that their use is acceptable to the Washington Department of Ecology prior to use within the City of Everett. Detailed calculation shall be provided demonstrating that the proprietary device is designed and modeled correctly for the proposed application. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-9 4-2.3(7) FLOW SPLITTER DEVICES 1. Flow splitter devices shall be designed in accordance with Section 4.5 of Volume V of the Stormwater Management Manual. 2. Flow splitters/Bypass Structures shall be constructed and installed in accordance with Standard Drawings 422 through 424. Other flow splitter designs may be used if they are designed based on demonstrable sound hydraulic principles and are consistent with the material requirements herein. 3. The maximum head shall be minimized for flow in excess of the water quality design flow. Specifically, flow to the water quality facility shall not increase above the design water quality flow by more than 10 percent when the water level in the flow splitter is at a 100-year level. Flow splitters designed for uses other than bypassing water quality facilities may be designed to proportionately distribute high flows or other criteria as appropriate to the use. 4. Materials used in flow splitter construction shall comply with the requirements for Restrictor Devices as defined in Section 4-2.3(6). Risers and other appurtenances within the splitter shall be manufactured from aluminum, stainless steel, or plastic materials. Steel (except stainless) materials will not be accepted. 5. Flow splitter designs which incorporate a baffle wall shall ensure access to each side of the baffle wall. If the baffle wall exceeds 36 inches in height, or if the separation between the top of baffle and underside of the structure lid is insufficient to allow maintenance access, two separate access points shall be provided. 4-2.3(8) DEBRIS BARRIERS Debris barriers (trash racks) are required on all pipes entering or leaving a closed pipe system, including pipes entering or leaving a control/restrictor manhole or catch basin from a surface-type BMP (detention pond, infiltration basin, wetpond, biofiltration swale, etc.). See Standard Drawings 434 and 435 for debris barrier fabrication requirements. 4-2.3(9) PAVEMENT DRAINAGE Stormwater collection systems shall be designed to prevent flooding of driving surfaces which inhibits safe travel and loss of function during heavy rainfall events. Drainage collection systems for public roadways, including new roadways to be dedicated to the City, shall be designed to limit gutter flow widths to the limits given in Table 4-2.3(9)A. Gutter flow shall be calculated using Manning’s Equation for flows generated at the design frequencies noted in the table. Refer to Chapter 5 of the current version of the WSDOT Hydraulics Manual for more detail on the design and analysis of pavement drainage systems. Table 4-2.3(9)A Road Classification Design Frequency Design Spread (Zd) Principal, Minor Arterial, or Divided < 45 mph ≥ 45 mph Sag Pt. 10-year 10-year 50-year Shoulder+2 ft 1 or ½ of the Outside Driving Lane if No Shoulder Exists Shoulder Shoulder+2 ft 1 Collector and Local Streets ≤ 45 mph Sag Pt. 10-year 50-year Shoulder+½ Driving Lane2 ½ Driving Lane2 1 The travel way shall have at least 10 ft that is free of water. 2 In addition to the design spread requirement, the depth of flow shall not exceed 0.12 ft at the edge of shoulder. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-10 In addition to the requirements above, areas where a superelevation transition or topography causes a crossover of gutter flow, the amount of flow calculated at the point of zero superelevation shall be limited to 0.10 cfs. The designer will find, by the time the roadway approaches the zero point, the flow spread becomes very wide. The flow width criteria will be exceeded at the crossover point even when the flow is less than 0.10 cfs. In lieu of preparing calculations described above, catch basins on continuous grade roadways may be determined based on the following minimum spacing requirements. Table 4-2.3(9)B Catch Basin Spacing Requirements Minimum Catch Basin Spacing on Continuous Grade Roads (LF) Longitudinal Road Slope Road Width (ft)* 0-12 12-24 24-36 36-48 0-1 400 220 150 100 1-2 550 300 200 150 2-5 600 400 250 200 5-8 600 425 250 210 8+ 600 400 * Road width draining to gutter line. Typically the width from roadway crown to curb line. Calculations must be prepared demonstrating compliance with Table 4-2.3(9)A Note that the restrictions on pipe between structures must also be met and may reduce catch basin spacing. Collection systems on private property shall be designed such that ponding depths do not exceed 4 inches in depth in the 25 year storm event in areas subject to vehicular traffic. Ponding depths should be further reduced in areas commonly subject to pedestrian traffic. Grate inlets in parking areas should generally be modeled as broad crested weirs. Calculate the length of the weir as the perimeter length of the weir divided by 2 to account for debris plugging. 4-2.4 CULVERT DESIGN CRITERIA Culverts shall be designed in accordance with the following criteria: 1. Minimum Culvert Velocity shall be 2 feet per second and a maximum culvert velocity shall be 15 feet per second at the design flow rate. Thirty feet per second may be used with an engineered outlet protection design. Velocity requirements will not be applied to culverts on natural systems designed to meet fish passage standards. 2. No maximum velocity for ductile iron or HDPE pipe shall be established but outlet protection shall be provided. 3. All CPEP and PVC culverts and pipe systems shall have concrete or rock headwalls at exposed pipe ends. 4. Bends are not permitted in culvert pipes. 5. The following minimum cover shall be provided over culverts: 2 feet under roads. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-11 1 foot under roadside applications and on private property, exclusive of roads. 6. If the minimum cover cannot be provided on a flat site, use ductile iron pipe and analyze for loadings. 7. Maximum culvert length = 250 feet 8. Minimum separation from other pipes: 6 inches vertical (with bedding) and in accord with the City Sewer Utility Design criteria. 3 feet horizontal. Trench backfill shall be bank run gravel or suitable native material compacted to 95 percent Modified Proctor test to a depth of 2 feet; 90 percent below 2 feet compacted in 8 inch to 12 inch lifts. All driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections to match the side slope. 4-2.4(1) HEADWATER 1. For new culverts 18 inches in diameter or less, the maximum allowable 25-year design storm headwater elevation (measured from the inlet invert) shall not exceed two times the pipe diameter/arch culvert height used and shall be one foot or more below the road or parking lot subgrade. 2. For new culverts larger than 18 inches in diameter, the maximum 25-year design storm headwater elevation for the new culvert shall be one foot or more below the road or parking lot subgrade. 3. No Culvert shall have a headwater elevation which overtops the roadway in the 100-year design storm. 4. For bottomless culverts the maximum 25-year design storm headwater shall not exceed the top of the culvert. 4-2.4(2) INLET 1. For culverts 18 inches in diameter and larger, the embankment around the culvert inlet shall be protected from erosion by rock lining or riprap as specified in Table 4-2.1, except the length shall be a minimum of five feet (upstream of the culvert) and the height shall be at the design headwater elevation. 2. Trash racks/debris barriers are required on culverts that are over 60 feet in length and that are 12 inches to 36 inches in diameter. Exceptions are culverts on fish-bearing streams. 3. In order to maintain the stability of roadway embankments, concrete headwalls, wing walls, or tapered inlets and outlets may be required if right-of-way and/or easement constraints prohibit the culvert from extending to the toe of the embankment slope. Normally, concrete inlet structures/headwalls installed in or near roadway embankments must be flush with and conform to the slope of the embankment. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-12 4-2.4(3) OUTLETS The receiving channel at the outlet shall be protected from erosion by rock lining, as specified in Table 4- 2.1, except the height shall be one foot above the maximum tailwater elevation or one foot above the crown of the pipe, whichever is higher. 4-2.4(4) MINIMUM CULVERT SIZE Minimum culvert diameters are as follows: For cross culverts under public roadways – minimum 18 inches, 12 inches if grade and cover do not allow for 18 inches. For roadside culverts, including driveway culverts, minimum 12 inches. For culverts on private property, minimum 8 inches. 4-2.4(5) FISH PASSAGE Guidance for designing culverts for fish passage must be obtained from the Washington State Department of Fish and Wildlife. 4-2.4(6) ADDITIONAL REQUIREMENT FOR CULVERTS OVER 20 FEET Culverts exceeding 20 feet in width are defined as bridges and must be designed to bridge design standards. The federal definition of a bridge is a structure, including supports, erected over a depression or obstruction, such as water, highway, or railway, and having a track or passage way for carrying traffic or other moving loads with a clear span as measured along the center line of the roadway equal to or greater than 20’. The interior cell walls of a multiple box are ignored as well as the distance between the multiple pipes if the distance between pipes is less than D/2 (i.e. a 16’ culvert on a 45 degree skew is a bridge, a 10’ culvert on a 60 degree skew is a bridge, three 6’ pipes two feet apart is a bridge). Culverts which qualify as bridges must be designed in accordance with applicable sections of the most current edition of the AASHTO LRFD Bridge Design Specifications. The two primary types of hydraulic analysis performed on bridges are backwater and scour. 4-2.5 OUTFALL DESIGN CRITERIA 4-2.5(1) GENERAL 1. All outfalls (at a minimum) shall be provided with rock protection per Table 4-2.1 or flow dispersal trench. For outfalls with a velocity at the design flow greater than 10 fps, a gabion dissipater or engineered energy dissipater shall be required. 2. Flow dispersal trenches shall only be used at outfalls when both criteria below are met: • An Outfall is necessary to disperse concentrated flows across uplands where no conveyance system exists and the Natural (existing) discharge is unconcentrated. • The 100 year peak flow is less than 0.5 CFS Flow dispersal trenches shall be designed in accordance with the Stormwater Management Manual ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-13 3. Mechanisms which reduce velocity prior to discharge from an outfall are encouraged. 4. Engineered energy dissipaters, including stilling basins, drop pools, hydraulic jump basins, baffled aprons, and bucket aprons, are required for outfalls with velocity at design flow greater than 20 fps. 5. Inlet control will usually dictate outfall pipe system capacity. The inlet conditions should be carefully examined, as well as the consequences should the inlet to the pipe system become plugged or capacity exceeded. 6. All Outfall’s shall be designed for the 100-year peak flow rate. Table 4-2.1 Outlet Protection Design Flow Discharge Velocity REQUIRED PROTECTION (Minimum Dimensions) (fps) Type Thickness Width Length Height 0 – 5 Riprap* 1 ft Diameter + 6 ft 8 ft or 4x diameter, whichever is greater Crown + 1 ft >5 – 10 Riprap** 1 ft Diameter + 6 ft or 3x diameter, whichever is greater 12 ft or 3X diameter, whichever is greater Crown + 1 ft >10 - 20 Gabion 1 ft As required As required Crown + 1 ft 20+ Engineered Energy Dissipater Required Note: The stone for riprap shall be hard, sound, and durable and free of rock fines, soil, or other extraneous material. It shall also be free of segregation, seams, cracks, and other defects which would tend to destroy its resistance to weather. * Riprap for these velocities shall be reasonably well-graded with rock gradation as follows: 100% passing an 8 inch square sieve (maximum stone size = 8 inches) 40 – 60% passing a 6 inch square sieve (median stone size = 6 inches) 0 – 10% passing a 2 inch square sieve (minimum stone size = 2 inches) Riprap for these velocities shall be reasonably well-graded with rock gradation as follows: 100% passing a 24 inch square sieve (maximum stone size = 24 inches) 40 – 60% passing a 16 inch square sieve (median stone size = 16 inches) 0 – 10% passing a 4 inch square sieve (minimum stone size = 4 inches) Note: Filter blankets designed in accordance with Section 4-2.6(2) shall be provided beneath riprap pads and gabion structures ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-14 4-2.5(2) OUTFALL SYSTEMS TRAVERSING STEEP SLOPES 1. Outfall systems constructed of pipe segments which are banded and/or gasketed are not acceptable for traversing steep slopes. Failure of the system will result from leaks which develop at the joints. 2. Continuously fused, welded or flange bolted mechanical joint pipe systems (such as high density polyethylene pipe (HDPEP) or ductile iron pipe with flange-bolted mechanical joints) with proper anchoring shall be used for outfall systems traversing steep slopes. 3. In general, outfall pipes systems shall be installed in trenches with standard bedding on slopes up to 20 percent. On slopes greater than 20 percent, outfall pipe systems shall be placed on the ground surface with proper pipe anchored. 4. HDPEP outfall systems must be designed to address the material limitations as specified by the manufacturer, in particular thermal expansion/contraction and pressure design. Sliding sleeve connections to address thermal expansion and contraction shall be used. These sleeve connections consist of a section of the appropriate length of the next larger size diameter of pipe into which the outfall pipe is fitted. These sleeve connections must be located as close to the discharge end of the outfall as is practical. 5. Flows of very high energy will require a specifically engineered energy dissipation structure, as described above. 4-2.6 OPEN CHANNEL DESIGN CRITERIA Open channels, either natural or artificial, may be used to convey stormwater on and from a site. In general, however, natural channels are protected as environmentally sensitive areas under the City’s zoning code and may not be used to convey untreated, undetained stormwater. Alteration of these channels, including bank stabilization projects, requires special permits. Artificial channels are those constructed from upland areas specifically to convey storm and surface water. Artificial channels include roadside ditches, grass lined swales, and rock lined channels. Where space and topography permit, open conveyances are the preferred means of collecting and conveying stormwater. When constructing artificial channels, vegetation-lined channels are preferred when properly designed and constructed. Rock-lining may be necessary along the length of channels or at specific locations (such as bends and outfalls) when a vegetative lining will not provide adequate protection from erosive velocities. 4-2.6(1) ARTIFICIAL CHANNELS 1. Channel section geometry shall be trapezoidal. Side slopes shall not be steeper than 3H:1V for vegetation-lined channels and 2H:1V for rock-lined channels, unless the channel is engineered specifically for steeper slopes. Channel side slopes adjacent to roads shall not exceed 4:1 and will meet all other AASHTO and City road standards. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-15 2. All constructed channels shall be compacted to a minimum 95 percent compaction as verified by a Modified Proctor test, except that compaction requirements for bio-retention swales and bio- filtration swales shall be in accordance with the requirements of the City of Everett Stormwater Management Manual. 3. Channels shall be designed with a minimum freeboard of one-half-foot when the design flow is 10 cubic feet per second or less and 1 foot when the design discharge is greater than 10 cubic feet per second. 4. Velocities must be low enough to prevent channel erosion based on the native soil characteristics or the compacted fill material. For velocities above 5 feet per second channel linings shall be designed using a shear stress analysis. 5. Water quality shall not be degraded due to passage through an open conveyance. 6. Vegetation-lined channels shall have bottom slope gradients of five percent or less and a maximum average velocity at the design flow of five 5 feet per second. 7. Rock-lined channels shall be used when design flow velocities exceed 5 feet per second. Rock lining shall be in accordance with Table 4-2.2. 8. Check dams for erosion and sedimentation control may be used for stepping down channels being used for biofiltration. 9. A maintenance access easement 15-ft-wide (minimum) is required along all publicly maintained constructed channels located on private property. However, required easement widths and building setback lines may vary with channel top width. A minimum 15-foot-wide setback must be provided between any structures and the top of the bank of the channel. 4-2.6(2) CHANNEL LINING 4-2.6(2)A Shear Stress Analysis Channels which exceed velocities of 5 feet per second or slopes greater than 5 percent shall be analyzed to determine channel stability and the need for protection using a channel lining. In most cases a flexible channel lining is appropriate while extremely high shear stresses may require hard armoring. In order to determine the need for a channel lining the maximum shear stress in a channel shall be calculated using the methodology below. A liner with a permissible shear stress exceeding the channel’s maximum shear stress can then be selected from Table 4-2.6(2). The maximum shear stress in a straight channel is given by: τd = γdSo where, τd = shear stress in channel at maximum depth, lb/ft 2 γ = unit weight of water, lb/ft 3 d = depth of flow in channel, ft (determined using Manning’s Equation) So = channel bottom slope, ft/ft A more detailed discussion of the shear stress analysis, including compound liners and complex geometry can be found in the Federal Highway Administration’s Hydraulic Engineering Circular No. 15 - Design of ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-16 Roadside Channels with Flexible Linings (http://www.fhwa.dot.gov/engineering/hydraulics/pubs/05114/05114.pdf.) Stability in Bends Flow around a bend creates secondary currents, which impose higher shear stresses on the channel sides and bottom compared to a straight reach. At the beginning of the bend, the maximum shear stress is near the inside and moves toward the outside as the flow leaves the bend. The increased shear stress caused by a bend persists of the bend. The maximum shear stress in a bend is given by: τb= Kb τd where, τb = side shear stress on the channel, lb/ft2 Kb = ratio of channel bend to bottom shear stress τd = shear stress in channel at maximum depth, lb/ft2 The maximum shear stress in a bend is a function of the ratio of channel curvature to the top (water surface) width, RC/T. As RC/T decreases, that is as the bend becomes sharper, the maximum shear stress in the bend tends to increase. Kb can be determined from the following equation: Kb=2.00 RC/T ≤ 2 Kb = 2.38 −0.206 ቀ 𝑅𝑅𝑐𝑐 𝑇𝑇ቁ+ .0073 ቀ 𝑅𝑅𝑐𝑐 𝑇𝑇ቁ 2 2 < RC/T < 10 Kb =1.05 10 ≤ RC/T where, Rc = radius of curvature of the bend to the channel T = channel top (water surface) width, ft ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-17 Table 4-2.6(2) Open Conveyance Protection. Shear Stress at Design Flow (lb/ft2) Greater Than Less Than or Equal To Protection Thickness Min. Height Required Above Design Water Surface 0 2 Grass Lining N/A 0.5 ft. 0 2 Temporary Erosion Control Blanket5 N/A 0.5 ft. 2 4 Riprap1,2,4 1 ft. 2 ft. 3 6 Riprap3 2 ft. 2 ft. 4 8 Permanent Erosion Control Blankets and Turf Reinforcement5 NA 0.5 ft. 6 8 Slope mattress, gabion, etc. Varies 1 ft. 10 20 Fabric formed or cast in place Concrete Varies 1 ft. 1. Riprap shall be in accordance with Section 9-13.1 of the WSDOT/APWA standard specifications. 2. Riprap shall be a reasonably well graded assortment of rock with the following gradation: Maximum stone size 12” Median stone size 8“ Minimum stone size 2“ 3. Riprap shall be reasonably well graded assortment of rock with the following gradation: Maximum stone size 24“ Median stone size 16“ Minimum stone size 4“ Note: Riprap sizing governed by side slopes on channel, assumed ~3.1. 4. Bioengineered lining allowed for design flow up to 8 fps. 5. Provide Manufacturer’s certification of blanket product’s allowable shear strength. 4-2.6(2) RIPRAP FILTERS Riprap shall be underlain by a sand and gravel filter (or filter fabric) to keep the fine materials in the natural or artificial channel from being washed through the voids in the riprap. Likewise, the filter material shall be selected so that it is not washed through the voids in the riprap. Adequate filters can usually be provided by a reasonably well graded sand and gravel material with D15<5d85, where d85 refers to the sieve opening through which 85 percent of the material being protected will pass and D15 has the same interpretation for the filter material. A filter with a D50 of 0.5 mm will protect any finer material including clay. Where very large riprap is used it is sometimes necessary to use two filter layers between the material being protected and the riprap. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-18 4-2.7 REQUIRED NOTES FOR STORM DRAINAGE PLANS 1. No part of the drainage system shall be covered, concealed, or put into use until it has been inspected, tested, and accepted by the City of Everett. 2. All work and material shall conform to the City of Everett Design and Construction Standards and Specifications and the WSDOT/APWA Standard Specifications for Road, Bridge, and Municipal Construction (Current Edition). 3. Approximate locations of existing utilities have been obtained from available records and are shown for convenience. The contractor shall be responsible for verification of locations and to avoid damage to any additional utilities shown. If conflicts with existing utilities arise during construction, the contractor shall notify the Public Works Inspector and any changes required shall be approved by the City Engineer prior to commencement of related construction on the project. 4. All storm systems within the public right-of-way or in easements must be staked by survey for line and grade prior to starting construction. 5. All catch basin grates must be stenciled or stamped “Dump No Waste, Drains to Stream, Lake, River, Puget Sound, or Wetland.” Choose appropriate feature for the project 4-3 STORMWATER ANALYSIS 4-3.1 HYDROLOGIC ANALYSIS AND DESIGN STANDARDS The minimum computational standards for designing stormwater systems depend on the type of information required and the size of the drainage area to be analyzed. A calibrated continuous simulation hydrologic model based on the U.S. Environmental Protection Agency’s (U.S. EPA) Hydrological Simulation Program-Fortran (HSPF) program, or the most current major revision of an approved equivalent model the Western Washington Hydrology Model [WWHM] or must be used to calculate runoff and determine design flow rates and volumes for the purpose of designing stormwater facility BMPs in the City. Certain volume based BMPs may alternately be sized using the Soil Conservation Service Unit Hydrograph (SCSUH) or Santa Barbara Unit Hydrograph (SBUH) methodology as allowed in the Stormwater Management Manual. For the purpose of designing conveyance systems in the City, the method depends upon the size of the basin. For sites in the City with a developed time of concentration less than or equal to 60 minutes, the rational method must be used to determine design flows. For sites in the City with a developed time of concentration of greater than 60 minutes, the designer must use an approved continuous simulation runoff model. The city also allows the use of dynamic hydraulic models such as the Storm Water Management Model (SWMM) available from the US EPA, and it’s derivatives for basins of any size. Dynamic models must use a rainfall time series developed by the City of Everett unless otherwise approved by the City Engineer. Table 4-3.1 summarizes the required standards for each type of stormwater analysis. Each analysis method is described in more detail in the following sections. See Section 4-2 for requirements for hydraulic analysis including pipe capacity and channel erosion calculations. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-19 Table 4-3.1 Summary of Stormwater Analysis Standards 1. Many Onsite Stormwater Management BMPs for small projects do not require modeling for proper design. 4-3.1 RATIONAL METHOD The formula for the rational method is as follows: Q = C i A where: Q = runoff in cubic feet per second C = runoff coefficient (unitless) i = average rainfall intensity, in inches per hour, for a particular storm duration A = drainage area in acres The rainfall intensity is found using the following equation, with contributing basin’s time of concentration used as the storm duration: i = m/Tcn where Tc = time of concentration m,n = dimensionless coefficients (see Table 4-3.1(1)-1) Table 4-3.1(1)-1 Rainfall Coefficients coefficient Mean Recurrence Interval (MRI) 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr m 3.69 5.20 6.31 7.83 8.96 10.07 n 0.556 0.570 0.575 0.582 0.585 0.586 Application Applicable Design Methodology Flow Control Facility Sizing Continuous Runoff Model (WWHM, or approved equal) Water Quality Facility Design Continuous Runoff Model (WWHM, or approved equal). Single Event Modeling may be used in limited circumstances as allowed in the Surface Water Manual Onsite Stormwater Management/Low Impact Development Facility Design1 Continuous Runoff Model (WWHM, or approved equal) Conveyance System Design (time of concentration less than 1 hour) Rational Method or dynamic modeling using the 14 Storm Series Conveyance System Design (time of concentration greater than 1 hour) Continuous Runoff Model (WWHM, or approved equal) or dynamic modeling using the 14 Storm Series ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-20 The runoff coefficient represents the portion of rainfall that becomes runoff. Table 4-3.1(1)-2 gives runoff coefficient values to be used for storm conveyance calculations in the City of Everett. Table 4-3.1(1)-2 GENERAL LAND COVER LAND COVER C LAND COVER C Dense Forest 0.10 Playgrounds 0.30 Light Forest 0.15 Gravel Areas 0.80 Pasture 0.20 Pavement and Roofs 0.90 Lawns 0.25 Open Water 1.00 SINGLE FAMILY RESIDENTIAL AREAS (Density is in dwelling units per gross acre) DENSITY C DENSITY C 0.20 0.17 3.00 0.42 0.40 0.20 3.50 0.45 0.80 0.27 4.00 0.48 1.00 0.30 4.50 0.51 1.50 0.33 5.00 0.54 2.00 0.36 5.50 0.57 2.50 0.39 6.00 0.60 4-3.1 CONTINUOUS RUNOFF MODELS Ecology has developed the HSPF-based WWHM, which has been created for the specific purpose of sizing stormwater control facilities for new developments and redevelopments in western Washington. WWHM can be used for a range of conditions and developments; however, certain limitations are inherent in this software. A detailed description for the use of WWHM can be found in Chapter 2 of Volume 3 of the Stormwater Management Manual. One other HSPF-based continuous runoff model that has been approved by Ecology and may be used in the City is ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-21 Use of other continuous simulation runoff models must receive prior concurrence from the City before being used for facility design. All stormwater facilities including Flow Control, Water Quality Treatment and Onsite Stormwater Management BMPs must be designed using an approved continuous runoff model, unless alternate sizing methods are provided in the Stormwater Management Manual. Conveyance systems designed using continuous runoff models must be designed using a maximum 15 minute time-step to determine peak flow rates. 4-3.1 DYNAMIC HYDRAULIC MODELS Dynamic hydraulic models allow the designer to account for the storage within a conveyance system and more accurately represent the function of some conveyance systems versus an analysis performed using the rational method. However, the use of dynamic modes requires substantial computational resources and an experience stormwater modeler to complete a design. As such it is expected that the approach will generally only be used on larger projects and more complex designs. There are many dynamic modeling software packages available, both in the public domain and for purchase. The City will accept the EPA’s SWMM model and its proprietary derivatives as approved for use. Other software packages will be reviewed and approved on a case by case basis. The City has prepared a rainfall record which shall be used for all dynamic modeling. The record is derived from calibrated rainfall data from 24 years of rainfall monitoring and is highly specific to the City of Everett. The record consists of the 14 storm events most likely to cause failure in a conveyance system. The data is provided in 5-minute increments in order to capture the high intensity-short duration storm events which are often responsible for conveyance system failure. A conveyance analysis which demonstrates that runoff from the entire 14 storm record can be routed without overtopping is equivalent to meeting the 25 year conveyance standard defined in section 4-2. The 14-storm record is available upon request from the City of Everett Public Works Department as a text file suitable for import into most dynamic modeling software. 4-3.1 SINGLE EVENT HYDROLOGY METHOD Single Event Hydrology is usable as an alternate method for designing some stormwater BMPs (wetpool type) as allowed in the Stormwater Management Manual. In addition it is useful for some other types of analysis where no minimum computation standards apply, such as preliminary analysis and concept generation. Two examples of single-event hydrograph methodology are the Soil Conservation Service Unit Hydrograph (SCSUH) and the Santa Barbara Unit Hydrograph (SBUH). These methods are discussed in Volume III, Section 2.3 of the Stormwater Management Manual, which shall be used as a basis for designing using the single event hydrology method. However, there are two adjustments to the information contained in the Stormwater Management Manual when the method is used in the City of Everett. The Hydrologic Soils Group classifications presented in Section 4-3.3 must be used in place of those contained in the Stormwater Management Manual. In addition, the total precipitation depths presented in Table 4-3.1D shall be used in place of determining rainfall depths from the hyetographs published in the Stormwater Management Manual. All storm event hydrograph methods require the input of a design storm hyetograph, which is a plot of rainfall depth versus time for a given design storm frequency and duration. The design storm hyetograph is constructed by multiplying a dimensionless hyetograph (which plots the percent of total rainfall depth ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-22 versus time) by the total rainfall depth for the design storm. The design storm hyetograph to be used in the City of Everett is a SCS Type 1A rainfall distribution resolved to 10-minute time intervals. Table 5.4 gives the total precipitation for the 6 month, 2-year, 10-year, and 100-year, 24-hour duration storms in Everett: Table 4-3.1(D) Design Storm Hyetograph 24-hour Design Storm Totals Return Frequency Total Precipitation (inches) 6 month 1.12 2 year 1.55 10 year 2.25 25 year 2.60 100 year 3.25 4-3.2 TIME OF CONCENTRATION AND TRAVEL TIME The following discussion is based on the methods described in Chapter 3, SCS TR-55(5). The time of concentration (Tc) is the time it takes for runoff to travel from the hydraulically most distant point of the watershed to the watershed outlet. The Tc is computed by summing all the travel times for consecutive components of the drainage conveyance system. The Tc influences the shape and peak of the runoff hydrograph. Urbanization usually decreases the Tc, which increases peak discharge. Water moves through a watershed as sheet flow, shallow concentrated flow, open channel flow, or some combination of these types of flow. The type of flow that occurs is best determined by field inspection. Travel time (Tt) is the ratio of flow length to flow velocity: Tt = L/(60V) where: Tt = travel time (minutes) L = flow length (feet) V = average velocity (feet/sec) 60 = conversion factor from seconds to minutes The Tc is the sum of Tt values for the various consecutive flow segments. Tc = Tt1 + Tt2 + Ttm where: Tc = time of concentration (minutes) and m = number of flow segments ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-23 Sheet Flow: Sheet flow is flow over plane surfaces. It usually occurs in the headwater areas of streams. With sheet flow, the friction value ns is used. The ns values are for very shallow flow depths of about 0.1 foot and are only used for travel up to 300 feet. Table 5.7 gives Manning’s ns values for sheet flow for various surface conditions. Manning’s kinematic solution is used to directly compute Tt: Tt = 0.42(nsL)0.8/((P2)0.527(So)0.4) where: Tt = travel time (min), Ns = sheet flow Manning’s effective roughness coefficient L = flow length (ft), P2 = 2-year, 24-hour rainfall (in), and So = slope of hydraulic grade line (land slope, ft/ft) Shallow Concentrated Flow: After a maximum of 300 feet, sheet flow is assumed to become shallow concentrated flow. The average velocity for this flow can be calculated as a function of watercourse slope and type of channel. After computing the average velocity using the velocity equation below, the travel time (Tt) for the shallow concentrated flow segment can be computed using the travel time equation described above. Velocity Equation: The following equation is commonly used for computing average flow velocity, once it has measurable depth: V = k(so)1/2 where: V = velocity (ft/s) K = time of concentration velocity factor (ft/s) so = slope of flow path (ft/ft) is computed for various land covers and channel characteristics with assumptions made for hydraulic radius. Values of k can be selected from Table 4-3.2. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-24 Table 4-3.2 and Values Used in Time Calculations for Hydrographs Sheet Flow (initial 300 feet of travel) Surface n Smooth surfaces (concrete, asphalt, gravel, compacted soil) 0.011 Fallow fields or loose soil 0.05 Short prairie grass and lawns 0.17 Dense grasses 0.15 Bermuda grass 0.24 Range (natural) 0.41 Woods or forest with light underbrush 0.13 Woods or forest with dense underbrush 0.40 Shallow Concentrated Flow (After the initial 300 feet of sheet flow; R = 0.1) Surface k Forest with heavy ground litter and meadows (n = 0.10) 3 Brushy ground with some trees (n = 0.060) 5 Fallow or minimum tillage cultivation (n = 0.040) 8 High grass (n = 0.035) 9 Short grass, pasture and lawns (n = 0.030) 11 Nearly bare ground (n = 0.25) 13 Paved and gravel areas (n = 0.012) 27 Intermittent Channel Flow (At the beginning of visible channels, R = 0.2) Channel Type k Forested swale with heavy ground litter (n = 0.10) 5 Forested drainage course/ravine with defined channel bed (n = 0.050) 10 Rock-lined waterway (n = 0.035) 15 Grassed waterway (n = 0.030) 17 Earth-lined waterway (n = 0.025) 20 CMP pipe (n = 0.024) 21 Concrete pipe (n = 0.012) 42 Other waterways and pipe 0.508/n Continuous Stream Channel Flow (R = 0.4) Channel Type k Meandering stream with some pools (n = 0.040) 20 Rock-lined stream (n = 0.035) 23 Grass-lined stream (n = 0.030) 27 Other streams, man-made channels, and pipe 0.807/n ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-25 Open Channel Flow: Open channels are assumed to begin where surveyed cross-sectional information has been obtained, where flows enter piped systems, where channels are visible on aerial photographs or in the field, or where lines indicating streams appear (in blue) on United States Geological Survey (USGS) quadrangle sheets. The velocity equation above or water surface profile information can be used to estimate average flow velocity. The variable k used in the velocity equation can be taken from Table 4-3.2 or calculated using the following derivation of Manning's equation: k = (1.49(R)0.667)/n (See Table 4-3.2) where: R = an assumed hydraulic radius n = Manning's roughness coefficient for open channel flow Average flow velocity is usually determined for bank full conditions. After average velocity is computed, the travel time (Tt) for the channel segment can be computed using the travel time equation above. Lakes or Wetlands: Sometimes it is necessary to estimate the velocity of flow through a lake or wetland at the outlet of a watershed. This travel time is normally very small and can be assumed to be zero. Where significant attenuation may occur due to storage effects, the flows should be routed using the “level pool routing” technique described in Chapter 5.4.4. Limitations: The following limitations apply in estimating travel time (Tt). 1. Manning’s kinematic solution not be used for sheet flow longer than 300 feet. 2. In watersheds with storm drains, the appropriate hydraulic flow path must be carefully identified to estimate Tc. Storm sewers generally handle only a small portion of a large event. The rest of the peak flow travels to the outlet by streets, lawns, etc. 3. A culvert or bridge can act as a reservoir outlet if there is significant storage behind it. Other methods shall be applied to determine the outflow from a reservoir. 4-4 STORMWATER FACILITIES 4-4.1 GENERAL STORMWATER FACILITY REQUIREMENTS Stormwater facilities constructed in the City shall be designed, constructed, and maintained in accordance with the requirements of the Stormwater Management Manual as augmented herein. In addition, the facilities shall comply with the following requirements: 4-4.1 OWNERSHIP The City of Everett assumes ownership and maintenance of facilities designed and constructed as common stormwater facilities serving multiple lots within single family residential projects. However, all other facilities (for multi-family, commercial, or industrial projects) remain privately owned and operated. Facilities to be maintained by the city must meet the additional design criteria in Section 4-4.1(2). The City of Everett will not generally accept ownership of some types of BMPs without prior approval by the City Engineer. BMPs that require prior approval include: ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-26 • Detention Tanks or Pipes constructed from steel pipe materials • Sand Filter Vaults or Devices • Proprietary Treatment Devices which require replacement of filter media or plant materials. Devices which can be maintained with conventional methods, such as vortex separators, will generally be accepted. • Rain Gardens and small site bio-retention facilities. • Low Impact Development BMPs intended to serve individual lots. 4-4.1 PROJECTS WITH PUBLIC MAINTENANCE OF THE STORMWATER FACILITIES Storm facilities in rights-of-way, public easements, and those associated with residential subdivisions or any other development where the City will undertake maintenance of the facility may have special restrictions regarding materials used and/or design criteria for open-air systems. Specific restrictions/criteria applying to this type of development include, but may not be limited to, the following: 1. Corrugated metal pipe may not be used in storm drainage conveyance systems, unless otherwise approved by the City Engineer. 2. All stormwater detention and deep dead storage (deeper than 2.5 feet) shall be provided in underground, covered systems unless otherwise approved by the City Engineer. Only shallow vegetated storage, infiltration basins, bioretention facilities and sand filter basins shall generally be allowed as open-air systems. Retaining walls associated with these open-air facilities shall not exceed three feet in height and side slopes shall not exceed 3:1 3. Open-air stormwater facilities (such as wetponds, infiltration basins, and sand filter basins) providing runoff control for residential subdivisions or any other development where the City will undertake maintenance of the facilities shall be dedicated in a separate tract to the City of Everett. The tract dedicated shall include, at a minimum, all area within the high water mark, and may be required to include any required access roads or paths associated with the facilities. 4. The City may require an area 10 feet wide, as measured from the high water mark, to be provided around the perimeter of an open-air runoff control facility and included in a tract held in common ownership, with an easement granted to the City. The City strongly encourages landscaping of this area by the developer to provide screening for the pond and an aesthetically pleasing appearance. Maintenance and irrigation of the landscaping shall be provided as necessary to ensure successful plant establishment. 5. At a minimum, an area five feet wide must be available to the City for maintenance of any fencing associated with stormwater management facilities. This area must be provided around the perimeter of the fence, on both sides. If this area is not contained within the dedicated drainage tract, then an easement must be granted to the City. 6. The developer shall establish appropriate vegetation in the entire dedicated right-of-way. Vegetation shall be selected which will not inhibit the function or maintenance of the stormwater facility. 4-4.1 SETBACKS 1. All wet pool, detention and infiltrating facilities which are open on the surface shall maintain minimum setback distances as follows. All setbacks shall be horizontal unless otherwise specified: a. 1 foot positive vertical clearance from any open water maximum surface elevation to structures within 25 feet. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-27 b. 10 feet from the open water maximum surface elevation or edge of the stormwater facility to property lines and on-site structures. c. 50 feet from top of slopes greater than 20 percent and greater than 10 feet high. A geotechnical analysis and report must be prepared addressing the potential impact of the facility on the slope. The geotechnical report may recommend a reduced setback, but in no case shall the setback be less than the vertical height of the slope. d. 10 feet from open water maximum surface elevation or edge of stormwater facility to a sanitary sewer main or service. e. 50 feet from any septic tank, holding tank, containment vessel, pump chamber, and distribution box. 2. Infiltrating facilities, including permeable pavement and bio-infiltration facilities, and unlined wetponds and detention ponds shall comply with the setbacks in Item 1 and shall also maintain the following additional setbacks: a. 100 feet from the edge of a septic tank, drain field and drain field reserve area. b. 100 feet from drinking water wells and 200 feet from springs used for public drinking water supplies. Infiltration facilities up-gradient of drinking water supplies and within 1, 5, and 10-year time of travel zones must comply with Health Department requirements (Washington Wellhead Protection Program, DOH, 12/93). c. 50 feet from slopes greater than 20 percent and greater than 10 feet in height. d. 10 feet from any other infiltration facility. e. Additional requirements for infiltration facilities are contained in the Stormwater Management Manual. 3. All underground stormwater facilities shall be setback from any structure or property line a distance equal to the depth of the ground disturbed in setting the structure. 4. A geotechnical analysis and report must be prepared for work located within 200 feet of the top of landslide or erosion hazard areas (as defined in Title 19, Chapter 37 of the Everett Municipal Code), or where there is reasonable concern of impact to landslide or erosion hazard areas. The scope of the geotechnical report shall include an assessment of impoundment seepage on the stability of the hazard area. 5. The City Engineer may increase the setbacks based on concerns about site specific soil conditions and proposed construction. 4-4.1 SITES CONTAINING OR ADJACENT TO CRITICAL AREAS Environmentally sensitive areas shall be protected and impacts mitigated in accordance with the City’s Zoning Code requirements, the Stormwater Management Manual, and the conditions of final SEPA approval. 4-4.2 STORMWATER FACILITY ACCESS Adequate access for maintenance and operation activities must be provided for all stormwater facilities constructed in the City. Access shall be designed in accordance with the Stormwater Manual, except as augmented below. 4-4.2 GENERAL ACCESS REQUIREMENTS 1. An access road is required to all stormwater facility inlet pipes, control structures, risers and at least one point of each cell or compartment of a stormwater facility. 2. Access roads shall have a minimum width of 15 feet throughout. 3. Access roads shall have an all-weather surface of crushed rock or better. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-28 4. Manhole and catch basin lids must be in, or at the edge of, the access road and at least 5 feet from a property line. 5. When the length of an access road exceeds 75 feet, a vehicle turn-around must be provided, and designed to accommodate vehicles having a maximum length of 31 feet and having an inside wheel path radius of 40 feet. The vehicle turn around requirement may be waived if a completely paved perimeter road is provided and can be used in a continuous drive back to the entrance with no turnarounds. 6. Stormwater facility access roads shall be located in the same tract as facilities, when the facilities themselves are in tracts. When facilities are located in designated open space areas, access roads may be located in the designated open space also, provided that they are constructed so as to be aesthetically compatible with the open space use. 4-4.2 ACCESS TO OPEN AIR FACILITIES 1. Vehicle access to open-air facilities shall be limited to maintenance and operation personnel. 2. Access roads in accordance with Standard Drawing 429 shall be provided to the bottom of all cells or compartments of open-air facilities unless all of the following conditions apply: a. cell or compartment bottoms are accessible or reachable by track hoes from an access road along the side of the facility; and b. a truck can be loaded without the truck accessing the bottom of the cell or compartment c. no point in the bottom of the cell or compartment is more than 20 feet from the center of the access road. 3. Access road surfacing shall be extended across the entire length of the bottom of the cell when an access road is extended to the bottom of a cell. 4. An access ramp shall be provided to the bottom of all vertical walled ponds, regardless of size. 5. A perimeter access road may be required by the City for large open-air stormwater facilities in order to provide complete vehicular access to all points of the facility requiring regular maintenance. 6. Perimeter roads may be 12 feet in width where the road is not accessing a structure or being used for a circular loop road in lieu of turn around. 7. A minimum of one locking access road gate shall be provided to fenced open-air facilities. Gates must meet WSDOT State Standard Plan L30.10 and may be 14, 16, 18, or 20 feet in width. 8. Access to unfenced open-air facilities shall be limited by removable bollards. Bollards shall consist of two fixed bollards on the outside of the access road and two removable bollards equally spaced between the fixed bollards (or all four removable if placed in the traveled way). Bollards shall be separated by a minimum of 4 feet clear and no more than 6 feet. Fixed bollards shall be set a minimum of 15 feet apart with removable bollards between. Add or remove bollards from the standard configuration to meet separation standards. 9. Access gates and bollards must be set 20 feet back from the property line when the access road is connecting to a road that is posted at 35 mph or greater. 4-4.2 ACCESS TO UNDERGROUND FACILITIES Access to underground stormwater facilities, including vaults, tanks, and proprietary stormwater treatment units, shall be provided in accordance with the Stormwater Manual and the following criteria: 1. Access openings shall be provided over all inlet pipes and outlet structures. Pipe inlet and outlet structures shall be visible from the rim of the access opening. 2. Ladders and hand-holds shall be provided at the outlet structure and inlet pipes and as needed to meet OSHA confined space requirements. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-29 3. Access roads shall be provided to all access points to underground facilities. Access roads shall be as required for open air facilities, or better. 4. Access lids larger than the standard manhole lids defined herein shall be hinged and shall be capable of being opened and held open by a single individual, unless otherwise approved by the City Engineer. 5. All Access lids shall be equipped with a pick hole capable of being opened with a standard grate hook or handles. Grates or lids requiring specialized equipment to open will not be accepted unless approved by the City Engineer. 4-4.2 STORMWATER FACILITY FENCING Fencing shall be provided for stormwater facilities in accordance with the Stormwater Manual, except as augmented below: 1. Surface ponds and infiltration basins with a maximum depth of three feet or less do not require fencing provided the maximum associated interior side slope of the pond does not exceed 3H:1V (including baffle side slopes). 2. All ponds and basins with a maximum design depth of water greater than three feet will require a six foot high perimeter fence unless one of the following conditions is met: a. The facility is designed and constructed with a 10 foot wide safety bench for every three feet of depth, and no more than 10% of the interior side slopes are greater than 3H:1V (including baffle side slopes); or b. The facility is designed and constructed so that the maximum water depth of the facility does not exceed three feet during a 2 year recurrence interval event, nor exceed three feet during a 25 year recurrence interval event, and no more than 10% of the interior side slopes exceed 3H:1V (including baffle side slopes); or c. The City Council reviews a proposed facility designed and approved by a licensed engineer or architect which meets neither the requirements of a or b herein and exercising its discretion makes a policy determination that either no fencing will be required or fencing less than six feet in height will be required. Issues considered by the Council when making this determination include but are not limited to: reasons why the proponent does not want to construct a fence six feet in height; purpose(s) the facility is to serve; design considerations of the facility; safety considerations of the facility without the fencing or with fencing reduced in height; and such additional issues as the Council feels are appropriate. 3. When fencing is required around a facility to be dedicated to and/or maintained by the City, the fence shall be a chain link fence. The chain link fabric shall be galvanized steel core wire and, when the facility is in a visible location, shall be coated with bonded polyvinyl. The polyvinyl coating shall not be subject to fading, cracking, peeling, or shrinkage and shall be brown, black, or some shade of natural green (such as pine, forest, or olive). The fence manufacturer shall provide a 10 year (minimum) warranty on polyvinyl coating. All posts, cross bars, rails, fasteners, and gates shall be powder-coated the same color as the chain link fence fabric. 4. Fencing slats will be allowed, subject to the same color restrictions as the polyvinyl coating, if the slats proposed are non-brittle, crack-resistant, “locked in place” in a bottom retaining channel, and non-fading. 5. The chain link fence shall meet all other applicable specifications for Type I or Type 3 chain link fence as set forth in the most current edition of the Standard Specifications for Road, Bridge, and Municipal Construction (Washington State Department of Transportation, American Public Works Association), except that line posts for Type 3 fence shall be set in concrete. 6. Fencing of tracts within the clear zone of roads with design speeds of 35 mph or higher shall use WSDOT Type 3 chain link fence. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-30 7. Other regulations such as the International Building Code (IBC) may require fencing of vertical walls. 8. For metal baluster fences, IBC standards apply. 4-4.2 STORMWATER FACILITY MAINTENANCE REQUIREMENTS 1. Adequate provisions to facilitate maintenance operations must be included in the design of all stormwater facilities. Provisions must be made for regular and perpetual maintenance of the facility, including replacement and/or reconstruction of any media that are relied upon for treatment purposes. The maintenance checklists in Volume V, Section 4.6 of the Stormwater Management Manual, manufacturer’s guidelines, and the Washington Department of Ecology’s 2013 Western Washington Low Impact Development (LID) Operation and Maintenance (O&M) Guidance Document shall be used to identify required maintenance for specific BMPS. Additional maintenance requirements may be imposed by the City Engineer. 2. Any standing water removed during maintenance operations must be disposed of to an approved discharge location. Discharge to a sanitary sewer at an approved discharge location may be an option. The City of Everett must be contacted prior to any discharge. Residuals must be disposed of in accordance with state and local solid waste regulations (see Minimum Functional Standards for Solid Waste Handling, Chapter 173-304 WAC). 3. The maintenance of drainage facilities associated with commercial, industrial, planned residential development, and multi-family development is the responsibility of the owner(s) of the development. The owner(s) shall inspect and maintain stormwater facilities in accordance with the approved maintenance plan. A log of inspections and maintenance activities shall be maintained by the owner(s) and shall be made available to City inspectors upon request. 4. The City generally assumes the operation and maintenance of drainage facilities constructed in connection with residential subdivision of land in the City, after the expiration of a two-year operation and maintenance period, if the following conditions have been met: a. All of the requirements of Section 14.28.090 of the Everett Municipal Code have been fully complied with; and b. The facilities have been inspected and accepted by the utility division of the Public Works department after two years of operation and maintenance in accordance with City maintenance standards; and c. All deeds conveying drainage tracts and necessary easements entitling the City to properly maintain the facilities have been conveyed to the City and recorded with the Snohomish County auditor; and d. The warranty bond required in subsection D of Section 14.28.090 of the Everett Municipal Code has been extended for one year, covering the City's first year of operation and maintenance; and e. The developer has supplied to the City an accounting of capital construction, operation and maintenance expenses, or other items, for the drainage facilities to the end of the two-year period. 4-4.3 ONSITE STORMWATER MANAGEMENT AND LOW IMPACT DEVELOPMENT Projects subject to Minimum Requirement #5 shall implement onsite stormwater BMPs in accordance with the Stormwater Management Manual. Additional requirements and restrictions specific to the City are included in the following subsections. Onsite stormwater management facilities which are also credited toward the requirements of Minimum Requirements #6 and #7 shall comply with the requirements for water quality treatment and flow control facilities in regards to the owner’s responsibilities for maintenance and ongoing operation. The City shall retain the same rights to access and inspect onsite facilities used to meet other requirements as it would ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-31 for water quality treatment flow control facilities. Documentation requirements, including asbuilt drawing requirements, will also be the same. 4-4.3 APPLICABILITY AND INFEASIBILITY CRITERIA Onsite Stormwater Management BMPs shall be selected based on the selection methods outlined in Minimum Requirement #5 and the infeasibility criteria associated with each BMP. In order to facilitate selection of BMPs the City maintains an Infiltration Infeasibility Map identifying areas known to be incompatible with infiltration. Projects which fall within the areas identified as infeasible need not provide any other documentation that infiltration BMPs such as Roof Downspout Infiltration Systems, Rain Gardens, Bioretention and Permeable Pavements are infeasible. All projects subject to Minimum Requirement #5 must comply with BMP T5.13 – Post Construction Soil Quality and Depth, except where existing vegetation will be retained on steep slopes. 4-4.3 ROOF DOWNSPOUT INFILTRATION SYSTEMS Downspout infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout controls. Downspout infiltration systems shall be designed in accordance with Section 3.1 of Volume 3 of the Stormwater Management Manual and the following criteria: 1. Roof downspout infiltration systems shall be not be constructed in areas indicated as infeasible in the Infiltration Infeasibility Map unless specifically approved by the City Engineer. 2. The same infeasibility criteria applied to bioretention systems and raingardens in BMP T7.30 in the Stormwater Management Manual shall also be applied to roof downspout infiltration systems. 4-4.3 RAIN GARDENS Rain gardens are non-engineered, shallow, landscaped depressions with amended soils and adapted plants. Rain gardens may be used to meet onsite stormwater management requirements and in voluntary retrofit installations for residential and small commercial sites. Rain gardens shall be designed and constructed in accordance with Section 10.5 of Volume V of the Stormwater Management Manual, Standard Drawings 426 and 427, and the following criteria: 1. Rain gardens shall not be constructed in areas indicated as infeasible in the Infiltration Infeasibility Map unless specifically approved by the City Engineer. 2. A rain garden information sign shall be placed in all new rain gardens associated with new construction, and is encouraged in retrofit and voluntary rain garden installations. Signs are available from the permit counter at a nominal expense. 3. A maintenance agreement shall be recorded for each new privately owned rain garden to ensure ongoing maintenance by the property owner. Details of the maintenance agreement are available from Permit Services. 4. Mulch shall be applied to all rain gardens. Mulch below the design water surface shall consist of coarse compost in accordance with Section 9-14.4(8) of the WSDOT/APWA Standard Specifications. Mulch above the design water surface shall consist of mixture of 35%-50% bark or wood chips and 50% to 65% fine compost in accordance with Section 9-14.4(8) of the WSDOT/APWA Standard Specifications. 5. Rain gardens shall be planted with appropriate plant material for the location within the rain garden. Consult the Rain Garden Handbook for Western Washington (2013) for guidance on ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-32 plant selection. Plantings shall comply with applicable city vegetation standards for plant types and maintenance. 6. Where permits require a landscape plan the rain garden plantings shall be incorporated into the site landscape plan. 4-4.3 BIORETENTION Bioretention facilities shall be designed in accordance with the requirements of the Stormwater Management manual. Bioretention facilities may be used to meet the requirements of Minimum requirements and #7 as defined in the Stormwater Management Manual. 1. Bioretention facilities may not be constructed in areas indicated as infeasible in the Infiltration Infeasibility Map unless specifically approved by the City Engineer, except that bioretention facilities with an impermeable liner may be used in most circumstances. Bioretention facilities with impermeable liners do not meet the requirements of Minimum Requirement but may be applicable to Minimum Requirements #6 and #7 Lined bioretention facilities must meet the same steep slope setback requirements as lined facilities. 2. A maintenance agreement shall be recorded for each new privately owned bio-retention facility which serves a single lot or property to ensure ongoing maintenance of by the property owner. Details of the maintenance agreement are available form Permit Services. 3. A separate tract shall be provided for bioretention facilities which serve multiple lots or parcels. 4-4.3 PERMEABLE PAVEMENT Permeable Pavement shall be installed where required by Minimum Requirement #5 when feasible. Permeable pavement may also be used to meet the requirements of Minimum Requirement #6 and/or #7 when designed as outlined in the Stormwater Management Manual. In addition, permeable pavement installations shall meet the following criteria: 1. Permeable pavement shall not be constructed in areas indicated as infeasible in the Infiltration Infeasibility Map unless specifically approved by the City Engineer. 2. Permeable Pavement shall be constructed in accordance with Standard Drawings 430 and 431. 3. Permeable pavement installations in the public right of way shall be designed by a licensed civil engineer familiar with the design of permeable pavement and shall be designed using the process outlined in the AASHTO Guide for Design of Pavement Structures. 4. All materials and construction methods for permeable pavement shall comply with the most current APWA GSPs for permeable pavements. GSPs include the following: Subgrade for Permeable Pavements APWA GSP 2-06.3(3) Subgrade for Permeable Pavements APWA GSP 2-06.5 Permeable Ballast APWA GSP 4-04.2 and 9-03.9(2) Crushed Surfacing Choker Course APWA GSP 4-04.2 and 9-03.9 Aggregates for Permeable Base APWA GSP 4-04.2 and 9-03.9(2) Shaping and Compaction APWA GSP 4-04.3(5) Asphalt Treated Base (ATB) APWA GSP 4.SA1 Asphalt Treated Permeable Base (ATPB) Aggregates for Porous Hot Mix Asphalt/ APWA GSP 4-SA2 Porous Warm Mix Asphalt (PHMA/PWMA) APWA GSP 5-04.1 and 9-03.8 Porous Asphalt Construction Requirements APWA GSP 5-04.3 Porous Asphalt Mix Design APWA GSP 5-04.3(7) Porous Concrete APWA GSP 5-04.3(8) ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-33 Spreading and Finishing Porous Concrete APWA GSP 5-04.3(9) General Porous Concrete Requirements APWA GSP 5-04.3(10) Pervious Concrete Aggregates for Asphalt Treated Base APWA GSP 9-03.6 5. Underdrains shall be provided at the lowest end of all permeable pavement installations in accordance with Standard Drawing 431. Underdrains shall be Perforated Corrugated Polyethylene Underdrain Pipe, 6 inch diameter minimum, in accordance with Section 9-05.2(7) of the WSDOT/APWA Standard Specifications. Underdrains shall be connected to a storm drainage system or day lighted in a manner which ensures that stormwater will not back up into the pavement base course material. 6. When required, subgrade check dams shall be installed in accordance with Standard Drawing 431. Check dams shall extend the full span of the permeable pavement installation and tie into native soils in a manner which prevents short circuiting around the ends of the check dam. 7. Where native soils do not meet the treatment soil suitability criteria a 6 inch layer of media shall be placed below pollution generating permeable pavement section. The media shall meet the soil suitability criteria or the sand filter specifications contained in the Stormwater Management Manual. The hydraulic conductivity of the filter layer shall exceed that of the native soils. 8. Drainage collection systems in permeable pavement installations shall be designed as if conventional pavement is being used. Catch basins, or other appropriate collections methods, shall be placed at all low points and as required in Section 4-2.3(9). 9. Permeable pavement installations shall be treated as stormwater facilities and shall be maintained per the requirements of the Stormwater Management Manual. Maintenance requirements shall be defined in the project stormwater site plan and shall be provided to the property owner in conjunction with other site maintenance documents. 10. Measures shall be taken to prevent infiltrated water from moving along utility trenches located beneath permeable pavement sections. Install trench dams per Standard Drawing #436 in utility trenches or provide equivalent protection measures. 4-4.4 FLOW CONTROL Projects which are required to meet Minimum Requirement # 7 shall provide flow control facilities in full compliance with the requirements of the Surface Water Management Manual. Flow control BMP design is described in detail in the Stormwater Management Manual. Additional requirements for specific types of BMPs are included in the following subsections. In accordance with Section 14.28 of the City of Everett Municipal Code the threshold requirements contained in Section 2.5.7 of the Stormwater Management Manual are replaced with the following: The following circumstances require achievement of the standard flow Control requirement for western Washington: • Projects in which the total of effective impervious surfaces is 5,000 square feet or more in a threshold discharge area, or • Projects that convert ¾ acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site, or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.15 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model using 15-minute time steps. The determination of the amount of increase in flow shall be based on the site conditions at the time of application and the anticipated runoff at the completion of the proposed improvements. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-34 All other requirements of Section 2.5.7 of the Stormwater Management Manual are applied as given. When drainage courses are inadequate or systems are undersized, or when, in the opinion of the City, property or properties may be adversely affected by the existing and/or proposed stormwater release rates, additional stormwater flow control measures may be required. Such determination by the City may be based upon existing information indicating problem areas or based upon current or past litigation regarding drainage problems within the vicinity of the project. If additional stormwater flow control measures are required by the City, the applicant may have the option to correct and/or improve drainage conditions so that the proposed stormwater release rate does not have to be further restricted. Any offsite improvements will require the applicant to obtain easements from the owners of any property where work is to take place. 4-4.4 DETENTION PONDS Detention ponds shall be designed in accordance with Section 3.2.2 of Volume III of the Stormwater Management Manual and Standard Drawing 429. Detention ponds shall also comply with the access requirements in Section 4-4.2(2) and the following requirements: 1. Drainage facilities should be made attractive features of the urban environment. To this end, engineers are encouraged to be creative in shaping and landscaping facilities and to consider aesthetics when choosing alternatives for parking lot paving, conveyance systems, detention facilities, weirs, structures, etc. 2. An overflow route must be identified for stormwater flows that overtop the facility when facility capacity is exceeded or the facility becomes plugged and fails. The overflow route must be able to convey the 100-year recurrence interval developed peak flow to the conveyance system or other acceptable discharge point without posing a health or safety risk or causing property damage. 3. No trees may be planted on berms that impound water either permanently or temporarily during storms. This restriction does not apply to cut slopes that form pond banks, only to berms Note: The internal berm in a wet pond is not subject to this planting restriction since the failure of an internal berm would be unlikely to create a safety problem. 4-4.4 DETENTION TANKS Detention tanks shall be designed in accordance with Section 3.2.2 of Volume III of the Stormwater Management Manual and Standard Drawing 418, Detention tanks shall also comply with the following requirements: 1. Tanks larger than 48 inches in diameter may be connected to each adjoining structure with a short section (2-foot maximum length) of 48-inch minimum diameter pipe. 2. Tanks shall not be located under the travel way in public rights of way. For single-family plans and planned urban developments (PUDs), planned residential developments, or planning and development districts, detention tanks shall be located in separate tracts. 3. No steel pipe shall be used in tanks. Tank materials shall be constructed of materials indicated in Standard Drawing 418 unless otherwise approved. 4. Tanks shall be designed to meet the structural requirements for overburden, vactor truck loads, and where appropriate traffic loadings. At a minimum tank materials shall meet the requirements for storm sewer pipe in the current version of the WSDOT/APWA Standard Specifications. End plates shall be of the same material as the tank pipe, but of an appropriate thickness to meet structural requirements. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-35 4-4.4 DETENTION VAULTS Detention vaults shall be designed in accordance with Section 3.2.3 of Volume III of the Stormwater Management Manual and shall also comply with the following requirements: 1. Vaults shall not be located under the travel way in public rights of way, unless approved by the City Engineer. For single-family plans and planned urban developments (PUDs), planned residential developments, or planning and development districts, detention tanks shall be located in separate tracts. 2. Vaults shall be designed to meet the structural requirements for overburden, vactor truck loads, and where appropriate traffic loadings. 3. Vaults within a traveled way which exceed 20 feet in length along the direction of travel shall be designed to meet bridge structural standards in accordance with the current version of AASHTO LRFD Bridge Design Specifications. Vaults meeting these criteria shall be designed by a structural engineer licensed in the State of Washington. 4. Vaults may be designed as back-up systems if they are preceded by runoff treatment facilities designed in accordance with Volume V of the Stormwater Management Manual 5. Vault bottoms shall slope laterally a minimum of 5 percent from each side towards the center forming a broad to facilitate sediment removal. More than one may be used on wide vaults to minimize vault depths. Alternate slope configurations may be acceptable if they enhance maintenance. In all cases an access point must be provided at each end of the to facilitate sediment removal. The city may allow the vault bottom to be flat if removable panels are provided over the entire vault. Removable panels shall be at grade, have stainless steel lifting eyes, and weigh no more than 5 tons per panel. 4-4.5 RUNOFF TREATMENT Projects which are required to meet Minimum Requirement # 6 shall provide runoff treatment BMPs in full compliance with the requirements of the Stormwater Management Manual. The selection and design of Water Quality Treatment BMPs is described in detail in the Stormwater Management Manual. Additional requirements specific to the City of Everett are included in the following subsections. 4-4.5 TREATMENT BMP SELECTION Runoff treatment BMPs shall be selected and designed in accordance with Volume V of the Stormwater Management Manual, Except that the following BMPs listed in the Stormwater Management Manual will not be accepted for use in the City of Everett: Treatment BMPs Not Accepted by the City of Everett • Basic Biofiltration Swale (BMP T9.10) • Wet Biofiltration Swale (BMP T9.20) • Continuous Inflow Biofiltration Swale (BMP T9.30) • Wet vault (BMP T10.20) except as noted below • Wet Tanks (No BMP # Designation) • API type Oil Water Separators (BMP T11.10) for contributing areas less than 2 acres. Wet vaults are generally not allowed for the primary treatment of runoff in the City - the only exception is single family residential subdivisions creating less than 10,000 square feet of effective impervious area. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-36 However, wet vaults may be used for sediment removal upstream of sediment sensitive treatment facilities, or as the first/presettling cell of a wet pond design. Combined detention and wet vaults are allowed; see BMP 10.40. If a wet vault/tank is designed to provide runoff treatment but not runoff quantity control, it must be located off-line from the primary conveyance/detention system. Flows above the peak flow for the water quality design storm must bypass the facility in a separate conveyance to the point of discharge. A mechanism shall also be provided at the bypass point to isolate the facility for maintenance purposes. 4-4.5 EMERGING TECHNOLOGIES The City will accept stormwater treatment BMPs not included in the Stormwater Management Manual only if they have been reviewed and received a designation under the Washington Department of Ecology’s Technology Assessment Protocol- Ecology (TAPE) program. Use of TAPE designated BMPs shall be accepted subject to the following conditions: 1. Technologies used to comply with Minimum Requirements associated with development must have a current General Use Level Designation (GULD) from Ecology 2. Technologies of any designation may be used on voluntary retrofit projects which are not required to meet Minimum Requirements 5 or 6. Treatment technologies which will be maintained by the City must be approved by the City Engineer prior to use. 3. BMPs must be designed and maintained in accordance with the TAPE designation documentation. 4. The City Engineer also has the authority to add additional requirements or conditions to these technologies, beyond those required by Ecology. 5. Access to underground facilities shall comply with the requirements of Section 4-4.2(3). ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-37 The following three tables provide local maintenance requirements in addition to Volume V, Section 4.6 of the Surface Water Management Manual for stormwater facility maintenance requirements. No. 23 Maintenance Checklist For Fencing/Shrubbery Screen/Other Landscaping Drainage System Feature Defect Conditions When Maintenance Is Needed Suggested Corrective Action Results Expected When Maintenance Is Performed General Missing or broken parts/dead shrubbery Any defect in the fence or screen that permits easy entry to a facility. Repair/replace fence. Replant vegetation with appropriately sized plants. Fence is mended or shrubs replaced to form a solid barrier to entry. Erosion Erosion has resulted in an opening under a fence that allows entry by people or pets. Fill in opening with onsite soil if available or import soil. Permanently stabilize ground with seed or rock. Replace soil under fence so that no opening exceeds 4 inches in height. Unruly vegetation Shrubbery is growing out of control or is infested with weeds. See also the Snohomish County noxious weeds list at www1.co.snohomish.wa.us/ department/ Public_works/divisions/road _maintenance/ Noxious- weeds/weeds_list.htm. Mow or trim overgrown shrubbery. Remove weeds, especially noxious weeds. Do not use chemicals. Shrubbery is trimmed and weeded to provide appealing aesthetics. Fences Damaged parts Posts out of plumb more than 6 inches. Reset or replace posts Posts plumb to within 1.5 inches of plumb. Top rails bent more than 6 inches. Repair or replace rail Top rail free of bends greater than 1 inch. Any part of fence (including posts, top rails and fabric) more than 1 foot out of design alignment. Repair or replace fence element Fence is aligned and meets design standards. Missing or loose tension wire. Tighten or replace tension wire Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging more than 2.5 inches between posts. Re-stretch barbed wire and secure appropriately. Barbed wire in place with less than three- fourths inch. Extension arm missing, broken, or bent out of shape more than 1.5 inches. Repair or replace extension arm. Extension arm in place with no bends larger than three-fourths inch. Deteriorated paint or protective coating Part or parts that have a rusting or scaling condition that has affected structural adequacy. Replace rusted fence elements. Paint or coat new elements appropriately. Structurally adequate posts or parts with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8-inch diameter ball could fit through. Replace fence fabric or patch with wire of same type and diameter as existing fence. No openings in fabric. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-38 No. 24 – Maintenance Checklist For Gates Drainage System Feature Defect Conditions When Maintenance Is Needed Suggested Corrective Action Results Expected When Maintenance Is Performed Access gates Damaged or missing components Gate is broken, jammed or missing Repair or replace gate. Remove obstructions if foreign object is affecting gate function. Pond has a functioning gate to allow entry of people and maintenance equipment such as mowers and backhoe. If a lock is used, make sure the city field staff have a key. Broken or missing hinges such that gate cannot be easily opened and closed by one maintenance person. Repair or replace hinges. Hinges intact and lubed. Gate swings freely. Missing stretcher bands and ties. Replace stretcher bands or ties. Stretcher bar, bands and ties in place. Misaligned gate Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Repair hinges or straighten support posts. Replace gate if irreparably damaged. Gate is aligned and vertical. Bollards Damaged or missing bollard Bollard is missing or is damaged to an extent where it cannot prevent vehicle access or creates a safety concern. Replace bollard per original design or current City standard Bollard is in place and fully functional. Removable bollard cannot be removed Removable bollard is stuck in place and cannot be removed by hand. Remove bollard and clean bollard and sheath. Replace bollard if bent or otherwise damaged. Bollard moves freely in its sleeve and can be moved by hand. Locking bollard not secured Lockable bollard is missing lock or securing mechanism. Provide lock or repair locking mechanism. Bollard lock in place consistent with original design. City staff holds a copy of the key. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-39 No. 25 Access Roads And General Easements Maintenance component Defect Conditions When Maintenance Is Needed Suggested Corrective Action Results Expected When Maintenance Is Performed Access road Trash and debris Trash and debris are readily visible within the easement. Remove Trash and Debris Access road and easement are free of significant trash. Hazard debris Access road contains debris or other materials which have the potential to damage maintenance equipment tires. Remove Debris or relocate large obstructions out of access road Access road is free of debris or materials which could damage tires. Overhanging obstructions Vegetation or other materials overhang the access road restricting maintenance equipment access. Remove vegetation or trim portions of vegetation which restrict access Access road overhead is clear to 14 feet high. Horizontal obstructions Vegetation or other materials obstruct vehicular use of access road. Remove vegetation of trim back out of access road. No obstructions present which reduce road width to less than the design width, or 12 feet, whichever is greater. Road surface Maintenance vehicle access could be hampered by potholes or road surface failure. Fill in potholes with road material or regrade gravel/dirt access road. Repair structural deficiencies. Road surface smooth with no evidence of potholes, settlement, soft spots or ruts. Weeds in road Weeds or vegetation is growing in the roadway. Mow or remove weeds/vegetation Road surface is free of weeds greater than 6 inches high. Shoulder erosion Access road shoulder is eroded. Fill in eroded areas and permanently stabilize soils with seeding or rock as appropriate Road shoulder is free of erosion and adequately stabilized. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-40 No. 26 – Private Stormwater Pumps Note: Stormwater pumps are allowed within the city on a very limited basis and only with special approval. The following maintenance standards are included to facilitate inspection of these systems where they exist. This table is not a substitute for manufacturer’s operations and maintenance documentation. Maintenance Component Defect Conditions When Maintenance Is Needed Suggested Corrective Action Results Expected When Maintenance Is Performed Wetwell Trash and Debris Sediment is 6 inches deep or reaches the bottom of the pump intake. Remove pump wash out bottom of wet well Wetwell is clean with no sediment. Accumulated floating trash or debris covers 50% of water surface. Rake or pick out floating debris No trash or debris in wetwell. Trash blocks or plugs pump intake or otherwise inhibits pump operation. Lift pump inspect pump suction clean out debris No trash or debris in wetwell. Physical Damage to Wetwell Access frame and grate or hatch loose or damaged. Replace / repair / reattach grate to hatch frame Undamaged frame and grate secured to wetwell structure. Wetwell structure damaged, portions of structure missing, or rebar exposed. Clean and patch/grout cracked and broken cement Wetwell structure is repaired, all parts are present, no rebar is exposed. Groundwater flows into wetwell causing pumps to turn on even when there is no surface water flow. Reseal / grout wet well leaks Wetwell is sealed and no groundwater intrusion is observed. Overflow Emergency overflow blocked/ not functional. Water fills past overflow point when pumps turned off. Inspect overflow for debris/blockage/ collapse. Remove debris, repair pipe Overflow repaired. Piping Piping within the wetwell is broken or damaged, especially if leakage occurs when pumps are on. Check flanges and fittings for tightness, replace broken or damaged piping Piping is repaired or replaced to original specifications. Pump Pump(s) not functional Pump has no power or does not turn on. Check panel for power, check float operation, check power on pump side of contactor Power is connected and pump operates as intended. Pump runs, but does not pump at intended flow rate. Check pump suction and discharge for blockage, inspect pump and impeller for damage Pump repaired/replaced and now meets design specs. Pump is excessively noisy to the point of reaching nuisance noise levels even when wet well is closed. Check pump suction for debris, inspect impeller for damage or suction screen repair or replace Pump is adjusted/repaired/replace d to eliminate nuisance noise condition. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-41 No. 26 – Private Stormwater Pumps (Continued) Maintenance Component Defect Conditions When Maintenance Is Needed Suggested Corrective Action Results Expected When Maintenance Is Performed Pump Float/ sensor malfunction Pumps cycle on and off when no water is present. Check control floats and contactors for proper operation. Pumps cycle as designed, only when flow is present. Pump(s) do not turn on or shutoff when water levels reach design levels. Trip floats check for proper electrical action, replace floats if not functioning Floats/Sensors function as designed. Rails (if present) Pump cannot be readily raised from the wetwell due to bent, corroded or otherwise non-functional rails. Dismount top rail mounts remove pump and rails, inspect clean or replace rails. Rails repaired or replaced so that pump can be removed with a reasonable amount of effort. Pump cannot be removed from disconnect flange or is difficult to disconnect from flange. Clean and inspect rails and piping, dislodge flange to pump discharge piping Pump can be easily separated from flange by lifting from above the wetwell. Pump does not re-connect to disconnect flange or leaks at flange after being pulled. Clean and inspect mating surfaces and replace seal if damaged, check rails for bending Pump slides easily back into connection when lowered into place and does not leak at flange. Control Panel Panel malfunction No power to control panel or portions thereof. Verify power from PUD, fuses and disconnects Power is restored to entire panel. Error message or warning lights. Consult O&M manual from panel manufacturer Issues identified and resolved in accordance with operations manual and manufacturer’s recommended procedures. Pump(s) do no cycle through on/off conditions when wetwell is filled. Check for power and control wiring via O&M manual System checked and functioning as designed. Enclosure damage Enclosure is broken of otherwise damaged to the extent that rainwater or debris can enter. Enclosure should have no moisture inside or exposed openings repair or replace as needed Enclosure repaired. Alarms Physical damage to auditory or visual alarms, or alarms are missing. O&M manual should have instructions to test alert systems. Alarms are repaired and operate as designed. Alarms don’t trigger when wetwell filled past max water or drained below minimum water level. Check float switch and wiring, lights or buzzers, repair/replace faulty components. Alarms are triggered at design water surface levels. Telemetry system (where present) not communicating with appropriate recipient(s). Consult O&M manual from panel manufacturer Telemetry system fully functional and sending desired information to appropriate recipient(s). ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STORM AND SURFACE WATER 4-42 No. 26 – Private Stormwater Pumps (Continued) Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Valve Vault Backflow Valves Excessive amounts of water flows back into wetwell when pump shuts off. Check discharge check valve or duckbill at end of pipe for debris or damage clean or replace Valve repaired or replaced so that only a small amount of water flows back into wetvault after pump shutoff. Shutoff Valves Closing valve does not stop flow when pumps are turned on. Inspect valve for proper seat movement replace valve if defective Valves are replaced and fully operational. Valve handle missing or inoperable. Check valve stem condition replace handle or valve Handle repaired or replaced. Pressure Gauges (if present) Gauge is broken or missing. Gauge is replaced and functional. Gauge does not register change in pressure after pump on, shutoff valve closure. Remove valve open port to check for water pressure, check with known good gauge, replace if faulty Gauge is repaired or replaced and registers pressure change with pump operation or valve shutoff. Documentation Operations Manual Operations and maintenance manual is not on site or readily available, or materials are missing. A copy of the manual should be available to maintenance and operation personnel Operations and maintenance manual is onsite and readily available, and includes information on all components including catalog cuts, part numbers, manufacturer’s recommended procedures, etc. Operations and maintenance manual does not reflect updates or changes to the system such as pump replacement or control panel modifications. When equipment or operating procedures changes to manual should be updated in reasonable time Operations and maintenance manual is up to date with information for equipment currently installed Control Panel Wiring Schematic is not present in control panel. An accurate copy of wiring should be available to maintenance and operation personnel Wiring schematic is present in control panel. Pump operation labels missing or unreadable. Replace illegible labels Labels are present and readable. No information regarding contacts in case alarm is tripped during off hours. Place personnel contact sheet in control documents. Contact information is posted on exterior for 24 hour contact in case of alarm. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-1 SECTION 5 - WATER DISTRIBUTION 5-1 GENERAL All construction of water mains and related appurtenances shall conform to these Standards, applicable American Water Works Association (AWWA) Specifications and applicable sections of Division 7 of the WSDOT/APWA Standard Specifications. The general requirements of AWWA and the WSDOT/APWA Standard Specifications shall apply unless they are inconsistent with any of the provisions of this particular section. Should inconsistencies occur, these Standards shall have precedence. All reference to standard specifications such as AWWA or WSDOT/APWA shall require the use of the latest edition. Any public water system or any plumbing in a residential or nonresidential facility providing water for human consumption which is connected to a public water system shall be lead free. With respect to solders and flux, “lead free” shall mean no more than 0.2% lead. With respect to pipes and pipe fittings, “lead free” shall mean no more than 8% lead. Water main extensions will be required when the property does not front on a water main or when the existing water main is not adequate to meet the minimum fire flow requirement. The new water main extension shall extended across the proposals full frontage and shall be extended through and to the limits of the property being developed for system circulation or future development as determined by the Public Works Department. The minimum size water main shall be determined by the Public Works Department and shall be at least 8” inches in diameter unless otherwise approved by the Public Works Director or his designee. Water main extensions or replacements and/or new fire hydrant installations may also be required per the requirements of the City Fire Marshal. Fire hydrant installations are not allowed on water mains that do not meet the minimum fire flow requirements of the area. In a single family / duplex neighborhood, the fire flow in the main must be a minimum of 1000 gpm before the installation of a fire hydrant is allowed. A fire hydrant is required within 350 feet of every structure for single family homes and duplexes as well as new subdivisions and short subdivision for single family homes and duplexes. For all other buildings from triplexes to commercial uses, a fire hydrant is required within 200 feet, but not closer than 50 feet to any structure (measured distance to be along route to be traveled by fire equipment). Water meters are required for all new services including domestic, irrigation and fire services. Unless finish grade information is provided to the water service construction crew prior to the installation, the property owner/applicant will be responsible for and may be charged for any necessary adjustments. After the installation of any water service by the Public Works Department, the property owner shall be held responsible for, and may be charged for, any and all damages to the service line, meter setter, meter and meter boxes/vault or any other appurtenances until completion of construction and/or the structure is approved for occupancy. All water mains on private property that are looped back to the public right-of-way or are open to the general public system shall be installed in easements, granted to the City, and shall be maintained by the City. (See Section 5-8.6 for main looping requirements.) The minimum water main easement width shall be 15 feet, 5 feet on one side and 10 feet on the other side and shall be exclusive for the water main and appurtenances. The legal description shall be prepared by a Surveyor licensed to practice in the State of Washington. The easement shall be reviewed and approved by the Public Works Director or his designee prior to acceptance. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-2 Due to the complexities of many water mains and their interface with other underground structures, all water main construction shall be staked to ensure placement within designated easements. Any deviation from this requirement must be approved by the Public Works Director or his designee. Upon completion of the installation of the water system, the original signed drawing of the water construction plan must be edited to reflect actual constructed conditions (Record Drawings) by the developer/contractor, certified as such by him and turned into the City. A Record Drawing print shall be submitted for checking by the City Inspector and Public Works Department prior to submitting the revised originals. The water Record Drawing shall be submitted within 14 days of the public water main becoming live. The installation of all water mains and appurtenances shall be in accordance with the construction plans as approved by the Public Works Director or his designee for the project. Any deviations or changes are to be approved by Public Works Director or his designee before the changes are incorporated into the work. All materials shall be new and undamaged. Unless otherwise approved by the Public Works Director or his designee, the same manufacturer of each item shall be used throughout the work. Contractors shall furnish a water tight plug of the appropriate size which shall be installed in the end of the water main anytime work is delayed or stopped. 5-2 CONSTRUCTION PLANS A. Water plans are to be separate from others and shall have water mains highlighted and indicate locations of other utilities. B. Plans must show easements where mains are on private property and all hydrants, meters, and other appurtenances must be within the easements. Easements must meet the requirements of Section 5-1. C. Easements must be executed at completion of construction. Easements for water mains must be 15 feet wide with the center of the water main 5 feet from one of the sides leaving 10 feet on the other. Access to easements for maintenance must remain open. Structures, fences, and shrubs are not to be planted on easements. D. Show elevations of sewer mains, water mains and storm drains where they cross each other. E. Potable water mains shall maintain a minimum of 10 feet horizontal clearance and 18 inches vertical separation above non-potable utilities (including sewer, storm drainage and irrigation) whenever possible. If site conditions do not allow such minimum separations, pipelines may be located closer to each other provided additional precautions are identified and instituted to assure protection of the potable line. No other utilities, potable or non-potable, shall be within 5 feet horizontal and 12 inches vertical from the water main. F. All installed hydrants must be covered by a burlap bag or other suitable covering until accepted by the Public Works Director or his designee and placed in service. G. A Washington State approved backflow prevention device is required for all irrigation systems. H. All environmental sensitive areas shall be shown on the water system construction plans. I. Plans must show required thrust restraint per Section 5-13 of these Standards. J. All Water Construction Plans shall be prepared, stamped and signed by an Engineer registered in the State of Washington. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-3 5-2.1 REQUIRED NOTES ON PLANS A. No connection to the existing mains will be allowed except by means of an approved backflow prevention device prior to satisfactory flushing, testing, disinfection, and receipt of satisfactory bacteriological test results. B. Connections to and taps on existing mains will be made by the Public Works Department at the developer's expense. The Public Works Department shall be given at least 5 business days notice for each connection. The Public Works Department shall thereafter determine the date and time at which the connection shall be made. C. All work and materials must conform to City of Everett Standards. D. A pre-construction meeting shall be held with the City prior to the start of construction. The City of Everett Public Works Construction Division must be notified at least 24 hours prior to commencement of construction. E. The developer or the developer’s authorized agent shall notify the Public Works Department of a person who can be contacted regarding problems during construction on a 24 hour basis. F. Maintain a minimum of 10 feet horizontal and 18 inches vertical separation between potable and non-potable conveyance systems. G. All City of Everett valves shall be operated by Public Works Department personnel only. All valves, new and existing, shall be accessible at all times. 5-3 BACKFLOW PREVENTION All water system connections to serve building or properties with domestic potable water, fire sprinkler systems, or irrigation systems shall comply with the minimum backflow prevention requirements as established by the Washington State Department of Health (DOH) in WAC 246-290-490 and WAC 246- 290-010 and the City of Everett Cross Connection Control Ordinance in Municipal Code 14.20. To prevent contaminated water from the new main from entering the existing distribution system, a Washington State approved double check valve assembly shall be used on the line supplying the water and shall meet the requirements in Section 5-17 of these standards. The double check valve assembly shall be located as approved by the Public Works Director or his designee. A double check valve assembly is sufficient backflow protection only for filling and flushing of the new main. During the hydrostatic pressure test, the temporary connection between the new main and the existing distribution system shall be removed. For fire and irrigation, the minimum level of backflow prevention required is a state approved double check valve assembly. Fire services shall have a double check detector check valve assembly. Air gaps and reduced pressure backflow assemblies must be Washington State approved and are required wherever a potential health hazard exists. The Public Works Department has the authority to perform regular inspections on all backflow prevention assemblies connected to the City’s water system and shall be provided access to the premises to inspect. The Public Works Director or his designee shall receive a passing certificate from a Washington State certified tester for all backflow prevention assemblies before releasing the certificate of occupancy on any building. A list of approved testers may be obtained from the Public Works Department. Plan approval does not constitute approval of a backflow prevention system. A separate backflow prevention system approval must be obtained from the Public Works Director or his designee prior to initiation of water service. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-4 5-4 EXISTING UTILITIES When utility services occupy the same space as the new water main, the contractor shall do all necessary excavation to fully expose such services. The contractor shall protect said services and work around them during excavating and pipe laying operations. The contractor shall be responsible for all damages to the services due to his operation and shall immediately notify the Public Works Department and arrange for replacement of all damaged services. In the event of conflict, the contractor shall remove and restore existing catch basin connections, inlet connections, drains, side sewers, inlets, and other sewerage and drainage facilities. All restoration shall be constructed to City standards. Water main pipe shall be installed to provide the minimum required clearances from non-potable conveyance systems as required in Sections 5-1 and 5-2. It is anticipated that the contractor will encounter private water service utilities (water service lines running between the City water distribution piping and private residences) during work operations. Records of these utilities are not maintained by the City and will not be field located by the City. It shall be the contractor's responsibility to ascertain the location of and protect these private utilities from damage. Ends of abandoned water main shall be plugged by filling with Class 3000 or Commercial Concrete for a minimum longitudinal length of twelve (12) inches. 5-5 FIRE FLOW The fire flow requirements are determined by the Fire Department. The Public Works Department will evaluate whether the existing system will meet that requirement or if system improvements are required. Due to seasonal and other variables associated with field flow tests, these flow tests will not be used to measure the system's ability to meet the fire flow requirements. Design and construction of water distribution system improvements necessary to meet minimum fire flow requirements for a proposed development shall be the responsibility of the developer or owner of the proposed development. 5-6 PIPE AND FITTINGS FOR WATER MAINS 5-6.1 DESCRIPTION The work included in the following sections shall apply to the construction of water distribution mains and appurtenances for both temporary and permanent installation. All materials shall be new and undamaged. Unless otherwise approved by the Public Works Director or his designee, the same manufacturer of each item shall be used throughout the work. 5-6.2 MATERIALS All water main distribution piping shall be ductile iron pipe, cement lined, special thickness Class 52, unless otherwise specified and shall conform to the requirements of ANSI/AWWA C-151/A21.51, and be installed in accordance with the manufacturer's recommendations. Any deviation from this policy must be approved by the Public Works Director or his designee on the plans for the project. Cement lining thickness shall be in accordance with ANSI/AWWA C-104/A21.4. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-5 High Density Polyethylene Pipe (HDPE) shall not be permitted without the approval of the Public Works Director or his designee. In order to be considered for approval, the Developer shall provide a report prepared by an engineer licensed in Washington State clearly stating the need to use HDPE water main pipe. Factors to address in the report influencing use of HDPE could include, but not be limited to, soil liquefaction and high soil corrosiveness. Also include calculations, or modeling, showing fire flow demand still being met with use of HDPE pipe. The pressure rating for HDPE water main pipe shall be the greater of 1.25 times the static pressure at the lowest point of the proposed water main system or 160 psi. All HDPE used within the Water Distribution System shall be Ductile Iron Pipe size (DIPS), meet requirements of AWWA C906, may be designated either PE3408, PE3608 or PE4710 and shall have blue stripes co-extruded into the wall of the pipe. Tracer wire for use with approved HDPE pipe installations shall be #10 high strength solid copper or copper clad steel with blue HDPE or HMWPE (High Molecular Weight Polyethylene) coating. Connectors need to be the moisture displacement type. Provide warning tape that is color coded for potable water. 5-6.3 JOINTS AND FITTINGS Rubber gasket pipe joints shall be push-on-joint or mechanical joint in accordance with ANSI/AWWA C-111/A21.11, unless otherwise specified. Flanged joints shall conform to ANSI/AWWA C-115/A21.15. Bolts on mechanical joints and fittings shall be tightened uniformly with a torque wrench in accordance with the manufactures recommendation for tightness and order of installation. The minimum range of torque for mechanical joints shall be as follows: Bolt size - inches Range of Torque - ft/lbs 5/8 40-60 3/4 60-90 1 70-100 1-1/4 90-120 Nuts spaced 180 degrees apart shall be tightened alternately in order to produce equal pressure on all parts of the gland. Set screws on retained glands shall be torqued to manufacturer's specifications. Bolts for fittings and joints shall be cast or ductile iron, zinc or chromium plated or stainless steel. Cast or ductile iron fittings shall be short body for pressure rating of 150 psi, unless otherwise noted. Metal thickness and manufacturing process shall conform to applicable portions of ANSI A21.20, A21.11, B16.2 and B16.4. All fittings shall be cement lined per ANSI/AWWA C104/A21.4. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-6 5-7 TRENCH EXCAVATION, BEDDING AND BACKFILL FOR WATER MAINS 5-7.1 DESCRIPTION This work shall consist of excavating, bedding, and backfilling for water mains and appurtenances, for both temporary and permanent installation under ordinary conditions. 5-7.2 GENERAL Clearing and grubbing where required shall be performed within the easement or public right-of-way as permitted by the City and/or governing agencies. Debris resulting from the clearing and grubbing shall be disposed of by the owner or contractor in accordance with the terms of all applicable permits. Material excavated from trenches and piled adjacent to the trench or in a roadway or public thoroughfare, shall be piled and maintained so that the toe of the slope of the material is at least 2 feet from the edge of the trench. It shall be piled in such a manner as will cause a minimum of inconvenience to public travel and so that there is a minimum risk of sediment erosion. Provisions shall be made for merging traffic where such is necessary. Free access shall be provided to fire hydrants, water valves, and meters, and clearance shall be left to enable free flow of storm water in gutters, other conduits, and natural watercourses. Free access shall be maintained to all other utility control valves, meters and vaults. 5-7.3 GRADE AND ALIGNMENT Prior to any pavement cutting or removal, or excavation for pipe laying, the contractor shall verify, in the presence of the City Inspector, the locations and establish the depth of the existing water mains at the points where connections are to be made. The contractor shall verify the dimensions, type, and condition of the existing water main. The profile shall be adjusted so neither a high spot nor a low spot is created adjacent to the connection to the existing water mains. The minimum cover for water mains less than 12 inches in diameter shall be 36 inches to the top of pipe. The minimum cover for water mains equal to or greater than 12 inches in diameter shall be 48 inches to the top of pipe. The maximum depth shall not be greater than 60 inches to the top of pipe. All depths both minimum and maximum shall be from finish grades and shall be adhered to unless approved by Public Works Director or his designee in writing. The water line and hydrants shall be installed by line and grade information as supplied by a survey. 5-7.4 TRENCH EXCAVATION 5-7.4(1) GENERAL The contractor shall perform all excavation of every description and of whatever materials encountered. All excavations shall be made by open cut unless otherwise provided for. The bottom of trenches shall be accurately graded to provide uniform bearing and support for each length of pipe on undisturbed or compacted soil at every point along its entire length, except at the joints. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-7 Bell holes shall be excavated to the extent necessary to permit accurate work in making and inspecting the joints. The banks of the trenches shall be kept as nearly vertical as soil conditions will permit. Where determined necessary by the contractor to control trench width, to protect adjacent structures, or to provide safe working conditions, the trench shall be properly sheeted and braced. See Section 3-9 of these Standards for additional information on trenching including excavation, dewatering, trench width, backfill, and compaction. 5-7.4(2) TRENCH WIDTHS Unless otherwise approved by the Public Works Director or his designee, the trench sides shall be excavated vertically and the trench width shall be excavated only to such widths as are necessary for adequate working space as noted on Standard Drawing No. 614. The trench shall be kept free from water until pipe joining is complete. 5-7.4(3) CRIBBING AND SHEETING-SHORING The contractor shall adequately shore trenches to protect the work, existing property, utilities, pavement, etc., and to provide safe working conditions in the trench. The method of shoring shall be according to the contractor's design. The contractor may elect to use a combination of shoring and overbreak, tunneling, boring, sliding trench shields or other methods of accomplishing the work, provided the method meets all applicable local, state and federal safety codes. Damages resulting from improper cribbing or from failure to crib shall be the sole responsibility of the contractor. At any time the City chooses to inspect or have access to the work, the work site must be in full compliance with trench safety standards as outlined in Section 3-9.1 of these Standards. 5-7.4(4) UNSUITABLE MATERIAL Whenever in excavating the trench for water mains and the bottom of the trench exposes peat, soft clay, quicksand, or other unsuitable material, such material shall be removed from the trench and replaced by Foundation Material Class A as specified in Section 3-20.6 of these Specifications. All unsuitable material shall be loaded directly into trucks and hauled to a waste site obtained by the contractor. Stockpiling of unsuitable material at the project site is not permitted. 5-7.4(5) BEDDING THE PIPE Bedding material, when specified or required by the Public Works Department, shall be Sand in accordance with 3-20.3 of these standards or Crushed Surfacing Base Course meeting the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. Bed the pipe within the Pipe Zone shown in Standard Drawing No. 614 and defined in Standard Drawing No. 615. Native material may be used for bedding for ductile iron pipe within the Pipe Zone if judged suitable by the Public Works Department. 5-7.4(6) BACKFILLING TRENCHES See Section 3-9.3 of these Standards for unsuitable backfill except as noted herein. For water main installations, unsuitable backfill material shall be removed from the site, disposed of, and replaced by ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-8 Gravel Borrow as specified in Section 3-20.2 of these Specifications and as directed by the Public Works Department. In backfilling the trench, the contractor shall take all necessary precautions to protect the pipe from any damage or shifting. The contractor shall backfill from the side of the trench to a maximum uniform depth of 1 foot above the crown of the ductile iron pipe before starting mechanical compaction. During all phases of the backfilling operations and testing as outlined herein, the contractor shall protect the pipe installation, protect adjacent utilities and structures, provide for the maintenance of traffic as may be necessary, and provide for the safety of property and persons. 5-7.4(7) COMPACTION OF BACKFILL Trench backfill shall be spread in layers and be compacted by mechanical tampers of the impact type approved by the Public Works Director or his designee. Water settling will not be permitted. After the Pipe Zone backfill is placed the remaining backfill material shall be placed in successive layers not exceeding 1 foot in loose thickness, and each layer shall be compacted to the density specified in Standard Drawing No. 620. See Section 3-9.4 for additional requirements on compaction. 5-8 CONSTRUCTION REQUIREMENTS 5-8.1 DEWATERING OF TRENCH Where water is encountered in the trench, it shall be removed during pipe-laying operations and the trench so maintained until the ends of the pipe are sealed, provisions are made to prevent floating of the pipe, and the trench has been properly backfilled and compacted in accordance with Section 5-7.4 of these standards. Trench water or other deleterious materials shall not be allowed to enter the pipe at any time. Trench water shall be discharged in accordance with Section 3-9.1 of these standards. 5-8.2 HANDLING OF PIPE All types of pipe shall be transported, handled, stored, installed and backfilled in a manner that will prevent damage to the pipe, pipe lining or coating. Pipe and fittings shall be loaded and unloaded using hoists and slings in a manner to avoid shock or damage, and under no circumstances shall they be dropped, skidded, or rolled against other pipe. Damaged pipe will be rejected, and the contractor shall immediately place all damaged pipe apart from the undamaged and shall remove the damaged pipe from the site within 24 hours. Methods of handling shall be corrected by the contractor if the Public Works Department determines that these methods are damaging to the pipe. All pipe to be purchased and installed as a part of the City of Everett water system shall be delivered to the job site or city yard with water tight pipe plugs. Furthermore, to comply with City of Everett Design and Construction Standards and AWWA Standards, these pipe plugs shall remain in place until the pipe is installed in the trench at which time one end plug would be removed for joining pipe ends. The City shall reject any pipe not meeting AWWA Standards for water tight pipe plugs. Under special circumstances, the Public Works Department may reconsider the pipe after it has been swabbed out with chlorine solution and capped with water tight plugs meeting AWWA Standards. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-9 Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations, and any pipe or fitting that has been installed with dirt or foreign material in it shall be removed, cleaned, and relayed. A clean whisk broom shall be used for this purpose and for brushing to remove foreign matter prior to joining of pipe ends. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or by other means approved by the Public Works Director or his designee to ensure cleanliness inside the pipe. Pipe shall be stacked in such a manner as to prevent damage to the pipe, to prevent dirt and debris from entering the pipe, and to prevent any movement of the pipe. The bottom tiers of the stack shall be kept off the ground on timbers, rails or other similar supports. Pipe on succeeding tiers shall be alternated by bell and plain end. Timbers 4 inches by 4 inches in size shall be placed between tiers and chocks shall be placed at each end to prevent movement. For safety each size of pipe shall be stacked separately. 5-8.3 CUTTING PIPE Whenever it becomes necessary to cut a length of pipe, the cut shall be made by abrasive saw or by a special pipe cutter. All pipe ends shall be square with the longitudinal axis of the pipe and the outside shall be beveled and otherwise smoothed so that good connections can be made without damage to the gasket. Threads shall be cleanly cut. Oxyacetylene torch cutting of ductile iron pipe is not permitted. 5-8.4 LAYING PIPE ON CURVES Long radius curves, either horizontal or vertical, may be laid with standard pipe by deflecting the joints. If the pipe alignment is shown curved in the drawings and no special fittings are shown, the contractor can assume that the curves can be made by deflecting the joints with standard of pipe. If shorter are required, the drawings will indicate maximum that can be used. The amount of deflection at each pipe joint when pipe is laid on a horizontal or vertical curve shall not exceed the manufacturer's printed recommended deflections. Where field conditions require deflection or curves not anticipated in the drawings, the Public Works Department will determine the methods to be used. When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment and then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose. Maximum deflections at pipe joints and laying radius for various pipe shall conform to the manufacturers and/or AWWA standard, whichever is more conservative, for the given type of pipe. 5-8.5 CONNECTIONS TO EXISTING MAINS All new taps and/or connections to existing water mains shall be done by the Public Works Department unless specifically approved in writing by the Public Works Director or his designee. All costs incurred shall be borne by the developer or contractor requesting the service. It shall be the contractor's responsibility to arrange for the taps with the Public Works Department. A deposit is required for the work to be done must be paid prior to any work being scheduled or done by City forces. The amount of the estimate for the cost of the work will be determined by the Public Works Department. The City Development Technician will initiate a request to the Public Works Department for a cost estimate to tap the existing water main and to extend the water line to a designated point at the edge of the right-of-way furthest from the tapping location. In the case of an existing water line easement, the designated point will be up to one pipe length beyond the tapping connection. After receiving the required deposit for the estimated work, the Public Works Department will schedule, order materials, and perform the described work as outlined in the estimate. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-10 No water system valves on existing mains shall be operated by the contractor. The Public Works Department will operate all valves to accomplish shutdowns and subsequent reactivations. Draining of existing water mains will be done by the Public Works Department. The developer/contractor will connect a double check valve assembly to the end of the water line at the designated point as shown on the approved plans. The double check valve assembly will be required during flushing and purity tests. The temporary connection between the new main and the existing distribution system shall be removed during the hydrostatic pressure test. After receiving satisfactory purity tests, the developer/contractor will notify the public works inspector to schedule the removal of the double check assembly and the final connection by the Public Works Department. Preparing the work site for work performed by the Public Works Department is the responsibility of the developer / contractor. The work site must meet all safety requirements outlined in these standards, including but not limited to shoring per Section 3-9.1 of these standards, traffic control, adequate overhead clearance, and other requirements as determined by the Public Works Department. City forces will not perform work until the site is in full compliance. If the site is not fully ready at the scheduled connection time, all costs for City forces to prepare, shore, or standby will be borne by the developer / contractor. If added safety measures are necessary as determined by the City, these costs shall be borne by the developer / contractor. 5-8.6 LOOPED MAINS Unless otherwise approved by the Public Works Director or his designee, dead ending of a water main will not be permitted. All new mains must be looped to existing water mains. In the event it is necessary for the developer to obtain an easement for the City through private property to accomplish looping of the dead end, the easement shall meet the minimum requirements set forth in Sections 5-1 and 5-2 of these Standards. 5-8.7 LAYING HDPE MAINS Lay HDPE in trench on an approved bedding so one co-extruded blue strip is at the twelve o’clock position. Install tracer wire and directly above crown of HDPE. Secure wire to pipe so that backfill operations do not significantly move the wire. Run tracer wires up to top of main line valve box and terminate under the valve box lid. Install potable water color coded warning tape one foot above the top of the pie. Perform conductivity test in presence of City Inspector prior to City’s accepting the work. 5-9 SERVICE LINES 5-9.1 GENERAL Service lines from the water main to the meter for all services 2 inches and smaller shall be copper in all non-residential applications and polyethylene tubing in residential applications. A number 10 copper trace wire is required for polyethylene pipe. All service lines 3 inches and larger shall be cement lined ductile iron pipe (Special Class 52) from the main to the meter. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-11 All service connection piping within the public right-of-way shall be a minimum of 30 inches below the finish grade surface. For further details on services and hook-ups, see the series 500 Standard Drawings. On services installed in conjunction with new water mains, it is required that the services be installed from the main to the permanent meter location and be subjected to purity and hydrostatic testing with the new water main as detailed in Sections 5-14 and 5-15. 5-9.2 MATERIALS Copper tubing shall conform to the requirements of ASTM B88 (ANSI H33.1), Type K, annealed tubing. The tubing shall be coupled using flare-type compression fittings conforming to the requirements of AWWA C800, minimum 150 psi working pressure. Polyethylene tubing shall only be permitted in residential applications and shall conform to the requirements of AWWA C901. The pipe shall bear the seal of the National Sanitation Foundation for potable water pipe. Pipe joints shall be made in accordance with the manufacturer's recommendations. Solvent welded pipe joints are not permitted. Pipe shall be per Standard Drawing 501 of these standards. Ductile iron pipe shall conform to the requirements shown in Section 5-6.2 of these Standards. 5-9.3 CONNECTIONS Service connections on 4 inch ductile iron mains or larger shall be installed per Standard Drawing 501. No service connections may be installed on fire service mains or on fire hydrant laterals between the hydrant valve and the fire hydrant. 5-10 VALVES FOR WATER MAINS 5-10.1 GENERAL All valves shall be inspected upon delivery in the field to ensure they are in proper working order before installation and they shall be free of all rust and dirt. They shall be set and jointed to the pipe in the manner as set forth in the AWWA Standards and the manufacturer’s recommendations for the type of connecting ends furnished. The valves shall also be carefully inspected for injury to the outer protective coatings. A Valve Operating Nut Extension shall be installed when the ground surface is more than 36 inches above the valve operating nut. The Valve Operating Nut Extension shall be installed per Standard Drawing 505. When required, it shall be furnished and installed by the contractor. At a minimum, valves shall be installed at all intersections, on each end of easements, and in line at maximum spacing of 600 feet. 5-10.2 AIR AND VACUUM RELEASE VALVES Air and vacuum release valves must have prior approval from the Public Works Director or his designee before installation. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-12 5-10.3 BUTTERFLY VALVES Butterfly valves shall conform to AWWA C504, Class 150, with cast iron short body and ring stem seal. Butterfly valves shall be used for all mains over 12 inches in diameter, except as noted in Section 5-10.5. Butterfly valves in chambers shall have a manual crank operation. Buried butterfly valves shall have a valve operating nut extension per Section 5-10.1 and as shown on Standard Drawing 505. 5-10.4 CHECK VALVES Check valves for permanent installations other than cross connection control shall be rated for the source pressure, unless otherwise specified, and shall have adjustable tension lever and spring to provide non- slamming action under all conditions unless otherwise specified. For backflow prevention see Section 5-3. 5-10.5 GATE VALVES Buried gate valves shall be ductile iron body, resilient wedge design, non-rising stem suitable for installation with the type and class of pipe being installed. Operating Stems are to be equipped with standard 2 inch operation nut and ring stem seals. Valves must be of the type to have two ring stem seals in the stuffing box of the valve to facilitate seal replacement without valve dismantling. Gate valves shall only be used for mains 12 inches and smaller in diameter, all mains larger than 12 inches in diameter shall utilize butterfly valves, except as approved by the Public Works Division. Valves not buried shall be specified on the developer’s plans and must be approved by the City Utility Department. Two inch gate valves shall be heavy duty resilient wedge design and 2” operating nut. All gate valves shall be American Flow Control (old Waterous) Series 2500 or City approved equal. 5-10.6 VALVE BOXES Valve boxes and valve operating nuts extensions shall be as specified in Standard Drawing 505 and Section 5-10.1 of these Standards. The valve and valve box shall be set plumb with the valve box centered on the operator nut. Valve boxes shall be set flush in pavement and gravel roads. Two feet of asphalt concrete pavement is required around the valve box in gravel roads. 5-10.7 VALVE MARKER POSTS Marker posts per Standard Drawing 508 shall be installed for all valves located in unimproved or unpaved areas not in City limits. Valve marker posts shall be set as directed by the City inspector in a safe and reasonable conspicuous location. The distance to the valve is to be neatly stenciled on the post with 2 inch numerals. Valve marker posts are not required for auxiliary hydrant valves. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-13 5-11 HYDRANTS 5-11.1 GENERAL Fire hydrants shall be installed in accordance with Standard Drawing 507, at locations as shown on the approved plans. Hydrants shall be the "Traffic Model" type with approved breakaway features. All hydrants shall be brass to brass subseat, minimum valve opening of 5-1/4 inches ring stem seal, 6 inch mechanical or flange shoe connection, 1-1/4 inch pentagonal operating nut. Approved models are listed on Standard Drawing 507. All hydrants shall have a minimum of two 2-1/2 inch ports with National Standard Threads and one 4-1/2 inch National Standard Thread pumper connection. All hydrants shall have a 5 inch Stortz metal face adapter x female hydrant thread with cap. The adapter shall be aluminum alloy (6061-T6 minimum) forged or extruded and shall have a hard coat anodized finish to mil-A-8625c. The Stortz adapter shall be specified to meet a 500 psi test and permanently attached in accordance with 5-11.2 and 5-11.3. 5-11.2 ADAPTER REQUIREMENTS A. Overall diameter not to exceed 7-3/4 inches. B. Overall length not to exceed 4-1/4 inches. C. To be supplied with two holes, 1/4-20 nc, drilled and tapped with set screws, 180 degrees apart through female thread, to lock adapter to hydrant. D. To be supplied with any required sealant and/or gasket. E. Two sets of installation tools. 5-11.3 CAP REQUIREMENTS A. One seal to be nitrile/vinyl rubber, suction style for zero leakage, color to be gray. B. One-eighth inch vinyl covered aircraft cable, 18 inches minimum length to be attached to cap and adapter. C. Force to connect or disconnect to be a minimum of 18 ft/lbs, maximum of 30 ft/lbs. D. Outside diameter (not to exceed) 7-3/4 inches, overall length (not to exceed) 2 inches. All hook-ups to fire hydrants for temporary water for whatever purpose shall be approved by the City Utility Department and will require a Hydrant Use Permit. Hydrants installed in unpaved areas shall have a 4 inch thick, 3 feet square concrete pad poured around them per Standard Drawing 509. 5-11.4 HYDRANT GUARD POSTS Hydrant guard posts, when required, shall be installed per Standard Drawing 510. 5-12 PRESSURE REDUCING STATIONS When pressure reducing stations are required or needed, all pipe, fittings, and equipment shall be supported and restrained against static and dynamic loading in accordance with the equipment manufacturers' recommendations and as approved by the Public Works Director or his designee. Drain lines from pumps or other equipment shall be piped to a below grade drainage system connected to the ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-14 station sump or drain. All drains shall utilize either an air gap or approved backflow prevention assembly to eliminate potential contamination. 5-13 THRUST RESTRAINT All bends, tees and fittings shall be restrained. Mechanical joint restraint systems shall be used for thrust restraint unless otherwise noted in this section. Restraint length shall be calculated in accordance with AWWA and the latest edition of Thrust Restraint Design for Ductile Iron Pipe published by the Ductile Iron Pipe Research Association (DIPRA). Calculations shall be prepared by an engineer licensed in the State of Washington and shall use the following parameters: • Safety Factor: 1.5 • Trench Type: See Section 5-7.4 of these Standards. • Depth of Bury: See Section 5-7.3 of these Standards. • Test Pressure: See Section 5-14 of these Standards. Restraint length calculations must be submitted with the water plans. These calculations must identify each variable and equation used including pipe material, design pressure, safety factor, soil type, trench type, and depth of bury. Computer software programs for thrust restraint design that utilize the same engineering principles, criteria, and analytical approach as the DIPRA design requirements may be used (i.e. software by DIPRA, EBAA Iron Sales, etc.). When computer software programs are used for calculations, a printout showing the name and publisher of the program, the calculations from where the restrained length is derived as well as the criteria used must be submitted for review with the water plans. Thrust restraint for horizontal bends may be calculated based on the above criteria. Alternatively, the values listed in Table 5A may be used. Table 5A Horizontal Thrust Restraint Length Fitting Pipe Diameter 6” 8” 12” Length to be Restrained in Each Direction 11-1/4º bend 5’ 5’ 10’ 22-1/2º bend 10’ 10’ 15’ 45º bend 15’ 20’ 25’ 90º bend* 35’ 45’ 60’ Tees (where all legs can be restrained)* 20’ 25’ 55’ Dead Ends and Tees (where only one branch is installed)* 60’ 80’ 115’ * 90º bends, tees, bends connecting to cast iron pipe, and dead ends must use thrust blocks in addition to this table. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-15 Concrete thrust blocks and gravity blocks may only be used where thrust restraint cannot be achieved by mechanical means, with the exception of 90º bends, tees, bends connecting to cast iron pipe, and dead ends, which must have concrete thrust blocks in addition to thrust restraints. All thrust blocking must be designed by an engineer licensed in the State of Washington and shall be calculated in accordance with AWWA and the latest edition of Thrust Restraint Design for Ductile Iron Pipe published by the Ductile Iron Pipe Research Association (DIPRA). Blocking shall be commercial concrete mix poured in place. Thrust blocking calculations must be submitted with the water plans for review and approval by the Public Works Director or his designee. 5-14 HYDROSTATIC PRESSURE TEST All water mains and appurtenances shall be hydrostatically tested as specified in Section 7-09.3(23) of the WSDOT/APWA Standard Specifications. A copy of this test procedure is included in the back of this Section. Information on the operating pressure to be used when determining the test pressure can be obtained from the Public Works Department. The contractor shall provide all necessary equipment and shall perform all work connected with the tests. The contractor shall perform the test to assure that the equipment to be used for the test is adequate and in good operating condition and all air has been released prior to requesting the city inspector to witness the test. If the initial test is not successful for any reason, additional trips required for City staff to witness or perform subsequent tests shall be at the developer’s expense. 5-15 DISINFECTION OF WATER MAINS Water mains shall be hydrostatically tested as specified in section 5-14 before disinfection can take place. Before being placed in service, all newly installed pipe shall be flushed and disinfected with a chlorine solution and satisfactory coliform bacteria test report(s) obtained. Disinfection of water mains shall be performed in accordance with AWWA Standard C651-05 and these Standards. 5-15.1 FLUSHING Sections of pipe to be disinfected shall first be flushed to remove any solids or contaminated material that may have become lodged in the pipe. If no hydrant is installed at the end of the main, then a tap sufficient to provide a flush velocity inside the main of at least 2.5 fps shall be provided. At a minimum, the flush shall discharge one entire pipe volume of water from the new main. Flushing shall continue as long as material or color is visible in the discharge. Guidelines for Required Flow and Openings to Flush Pipelines (Assumes 40 psi residual pressure in water main) Pipe Diameter (in) Flow Required to Produce 2.5 fps (approx.) Velocity in Main (gpm) Size of Tap (in) Number of 2-½ in Hydrant Outlets Maximum Length of Supply Hose (ft) 1 in 1 ½ in 2 in 4 100 1 1 500 6 200 1 1 100 8 400 2 1 2 100 10 600 3 2 2 100 12 900 2 2 Dia. Hose) 100 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-16 Guidelines for Water Main Volume Inside Diameter (in) Volume per 100 LF (gal) 4 65 6 147 8 261 10 408 12 587 20 1,632 Alternate hose diameters and can be used for flushing if calculations supporting their use are prepared by an engineer and approved by the Public Works Director or his designee. Taps and other appurtenances required by the contractor for temporary release of air, chlorination, or flushing purposes shall be provided by the contractor as a part of the construction of water mains. To protect aquatic life in receiving waters, the contractor shall be responsible for disposal of all chlorinated water flushed from mains and shall neutralize the chlorine contained in the wastewater before disposal into any natural drainage channel (or feature draining to a natural channel). The contractor shall be responsible for disposing of disinfecting solutions to the satisfaction of the Public Works Department and the Washington Department of Ecology. If approved by the Public Works Director or his designee, disposal may be made to any available sanitary sewer, provided the rate of disposal will not overload the sewer. When flushing following the repair of a main break, and the main segment containing the repaired section cannot be hydraulically isolated to the nearest hydrant, the Contractor shall install a 2-inch tap and gate valve at the repaired section to provide for proper flushing. 5-15.2 DISINFECTANT CONCENTRATION AND RETENTION PERIOD (CONTACT INTERVAL) Before being placed into service, all new mains and repaired portions of, or extensions to, existing mains shall be disinfected so that a free chlorine residual of not less than 10 mg/1 remains in the disinfectant solution after standing 24 hours in the pipe. The initial free- chlorine residual concentration of disinfectant solution shall be not less than 25 mg/l. Disinfectant chlorine solution contact time may be reduced from 24 to 12 hours if an initial disinfectant concentration of 50 mg/L is used. Disinfectant concentrations greater than 50 mg/L shall not be used. The ending concentration of an initial 50 mg/L solution following a 12 hour contact time shall also be not less than 10 mg/L. The amounts of chlorine (Cl2) required to provide 25mg/1 for 100-foot of various diameter of pipe are: AMOUNTS OF CHLORINE REQUIRED FOR 25 MG/L DOSAGE Household Commercial Pipe Volume of Water Bleach Bleach Size Per 100 ft length 6% 12-1/2% (inches) (gallons) (gallons) (gallons) 4 65.3 .03 .013 6 146.5 .06 .03 8 261.0 .11 .053 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-17 10 408.0 .17 .08 12 588.7 .25 .12 14 799.6 .33 .16 16 1044.4 .44 .21 20 1631.9 .68 .33 24 2349.9 .98 .47 30 3671.7 1.5 .75 36 5287.3 2.2 1.1 42 7196.6 3.0 1.44 48 9399.6 3.9 1.6 5-15.3 FORM OF APPLIED CHLORINE Disinfection of water mains shall only be performed using the continuous feed method employing liquid hypochlorite solutions (liquid calcium hypochlorite or liquid sodium hypochlorite). Dry calcium hypochlorite shall not be used. Gaseous chlorine (also known as liquid chlorine) shall not be used. Except for Everett’s prohibition on the use of dry calcium hypochlorite or gaseous chlorine, disinfection shall follow the continuous feed methods specified in the most recent version of AWWA Standard C-651 and these Standards. 5-15.4 POINT OF APPLICATION The preferred point of application of the disinfectant solution is at the beginning of the pipeline extension or any valved section of it. The water injector for delivering the chlorine disinfectant solution into the pipe shall be supplied from a tap on the pressure (upstream) side of the valve controlling the flow into the pipeline extension, but of the backflow preventer used to isolate the new main from the existing water distribution system. Alternate points of applications may be used when approved in writing by the Public Works Director or his designee. If the Public Works Department has allowed a direct tie-in to an existing main via an in-line backflow preventer, the point of application may be through a corporation stop inserted in the horizontal axis of the pipe with the approval of the Public Works Director or his designee. The tap must be located within ten feet of the point where the line is tied into the existing system. The internal surfaces of any backflow preventer and any adjacent appurtenances (valves or couplings) shall be swabbed with straight hypochlorite solution prior to installation. 5-15.5 PREVENTING REVERSE FLOW No connections shall be made between the existing distribution system and pipelines that are constructed by the developer that have not been flushed, disinfected, and tested, without a State Department of Health approved backflow preventer installed in the connecting line. All backflow preventers shall be installed upstream of all temporary fill hoses and disinfectant injection equipment. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-18 5-15.6 CHLORINATING VALVES, HYDRANTS, AND APPURTENANCES During the disinfectant contact interval for newly-laid pipe, all valves, hydrants, and other appurtenances shall be operated while the pipeline is filled with the disinfectant chlorine solution and while the main is under normal operating pressure (normal operating pressure is defined as the pressure that can be provided by the temporary backflow protected supply from the existing distribution system). 5-15.7 CHLORINATING CONNECTIONS TO EXISTING WATER MAINS AND WATER SERVICE CONNECTIONS The chlorinating procedure to be followed shall be as specified in Section 4.6 (Final Connections to Existing Mains), 4.7 (Disinfectant Procedures When Cutting Into or Repairing Existing Mains), and 4.8 (Special Procedures for Caulked Tapping Tees) of the most recent version of AWWA Standard C651. The internal surfaces of all closure fittings shall be swabbed with a concentrated chlorine solution at least as strong as liquid household sodium hypochlorite bleach (5-6% Cl). 5-15.8 FINAL FLUSHING AND TESTING The contractor shall notify the Public Works Department at least 48 hours prior to requiring City staff to collect samples and measure the chlorine concentration of the disinfectant solution placed in the new main. Samples will be collected and measured at the start and at the end of the disinfectant contact period. Disinfectant concentration samples will be collected from both ends of a new main, at the end(s) of each cross or branch if any, and every 1200 feet along the main. The contractor shall notify the Public Works Department at least 48 hours prior to requiring collection of final purity (coliform bacteria and free chlorine residual) samples by City staff. At least one set of purity samples shall be collected from every 1,200 ft of the new water main, plus one set from the end of the line and at least one set from the end of each branch. Samples from the main and branch ends shall not be collected more than 10 ft from each end of the pipe. Before placing the lines into service, a satisfactory bacteriological analysis sample report for samples collected from representative points in the new system shall be received from the laboratory. Only laboratories certified by the Washington State Department of Health, Drinking Water Division will be employed to analyze bacteriological purity samples. The City Utilities Department will collect bacteriological and disinfectant residual samples and will also obtain analysis of the samples. Following chlorine disinfection, all disinfectant solution shall be flushed from the newly-laid pipe until the replacement water throughout its length shows, upon test, a level of free chlorine residual representative of the supply water from the distribution system. 5-15.9 SAMPLE COLLECTION TAPS The contractor shall construct water sample collection taps at each required sampling location. The end of each water sample collection tap shall be located above ground level (not in holes, under plates, or other inaccessible locations). Taps shall be plumbed to provide downward water flow adequate to effective filling of sample containers. Public Works Department staff shall have the authority to refuse to conduct monitoring (sampling) for main purity from taps which they consider inadequate or not representative of water main quality. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS WATER DISTRIBUTION 5-19 On mains requiring sample collection from locations between the ends, the contractor shall provide for sample collection by installing water services specified in the plans, or if none are specified, at appropriate locations, by installing water service corporation stops and services at the appropriate locations along the main. Service taps installed to provide mid-line sample collection locations that will not provide service to a customer shall be plumbed into dead-end meter setters and meter boxes at the street or sidewalk edge for use as future dedicated sampling locations. Meter setters provided for this purpose shall be of the type with stop valves located on both sides of the setter piping. A sample tap shall be located ahead (upstream) of the flushing hose connection for sanitary and disinfectant residual sampling. Due to sanitary and representative sampling issues, no hose or fire hydrant (other than the temporary fill hydrant) shall be used in the collection of free chlorine or bacteriological samples. 5-15.10 REPETITION OF FLUSHING AND TESTING Should the initial disinfection procedure result in an unsatisfactory bacteriological test (total coliform bacteria present), the entire flushing and disinfection procedure shall be repeated by the Contractor until satisfactory results are obtained. Failure to get a satisfactory test shall be considered as failure of the contractor to keep the pipe, sample taps, and temporary filling attachments clean during construction, or to properly flush and disinfect the main. 5-16 UNDERGROUND UTILITIES Activities such a trench excavation, tunneling or boring, pipe embedment, backfilling, compaction, safety and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in this Section and other Sections of these standards. For all the above, except pavement patching, see Section 3-9 Underground Utilities and Standard Drawings. 614, 615 and 620. For pavement patching see Section 3-14 and Standard Drawing 326. 5-17 WATER SERVICES FOR FIRE PROTECTION All fire protection systems must meet all building codes and fire codes. All fire systems must have a State approved double check valve assembly. These assemblies may be installed inside the building with Public Works Director or his designee approval and must meet Section 5-3 of these Standards. Fire services 4” and larger must be a Double Check Detector Valve Assembly per Standard Drawing 515 or 523. The backflow prevention system must be installed of the fire meter and upstream of any device (post indicator valve, fire department connection, etc.). Backflow prevention systems must be installed within 70 ft. of the water main unless otherwise approved by the Public Works Director or his designee. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-1 SECTION 6 - SANITARY SEWERS 6-1 GENERAL Construction of all sanitary sewer mains, side sewers (laterals) – whether side sewers are by gravity, by force main, or pressure sewer – and related facilities, including but not limited to sewer lift stations, telemetry facilities and appurtenances will be under the supervision of the City and shall be in compliance with all ordinances and current Standards of the City of Everett, Washington State Department of Ecology Criteria for Sewage Works Design (Orange Book), or the Unified Plumbing Code as applicable. Sewer main extensions will be required when the property does not front on a sewer main or when the existing sewer main is not adequate for the increased use proposed. The minimum extension shall be to a point at least 5 feet inside the prolongation of the property line. Each side sewer shall serve only one building and one parcel (one connection from lot to main) per Section 6-8.3 and EMC 14.08.170. All new sewer connections shall comply with backwater valve requirements in EMC 14.08.180 B.1. All pipe installed shall be structurally sound for the design depth. Requirements for new proposed lift (pump) stations to be dedicated to the City are provided in Section 6- 5.1 and per the City’s current lift station standards as established by the City’s Maintenance Division/Sewer Utility. Lift stations are defined as sewage pumping systems that serve multiple residential lots or a non-residential development generating significant sewage volume. Lift stations must be demonstrated to be needed, cost effective for the City to own and maintain based on sewer rates and lifecycle O&M costs, meet the Maintenance Division Standards, and be permitted and approved solely at the interest of the Department. Grinder pump installation for individual parcels may be allowed under separate review per Section 6-5.2. All requests for inspections and for witnessing acceptance tests shall be scheduled with the public works inspector at least 24 hours in advance. Failure to give adequate advance notice may result in delays to the contractor for required inspections. 6-2 ALIGNMENT TOLERANCE The maximum tolerance from true line and grade shall be as follows: A. Maximum deviation from established line and grade shall not be greater than 1/32 inch per inch of pipe diameter and not to exceed ½ inch per pipe length. B. No adverse grade in any pipe length will be permitted. C. The difference in deviation from established line and grade between two successive joints shall not exceed 1/3 of the amounts specified above. 6-3 CONSTRUCTION PLANS The installation of all extensions to the sanitary sewer system shall be done per plans which have been approved by the City Engineer. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-2 Sanitary sewer plans are to be separate from other utility plans, but all other utilities are to be shown, with sanitary sewer portions highlighted. Unless approved otherwise, plans should be prepared on 22 inch by 34 inch plan/profile type sheets and shall show both plan and profile views. Other utilities are to be shown in profile view and in plan view. The minimum allowable scale shall be 1 inch = 40 feet; on small projects, it shall be expected that the scale will be enlarged to adequately utilize the full plan sheet. Provide notes on plans that refer to specific Standard Drawings for such things as manholes, drop connections, side sewers, etc. Plans shall show invert elevations of the main at the outlet and all inlets of each manhole, slope of the main and surface elevations of the manhole lid. In the profile view, the finish ground elevation over the pipe shall be shown as well as crossings of other existing or proposed utilities. Stationing of side sewers from the downhill manhole is required. In all cases where a new sewer line is to be located in an easement, the easement is to be shown with measurement information to accurately field survey and stake location prior to constructing the pipe line. Upon completion of construction, the original of the plan shall be as-built by the developer and certified as as-built by him and turned into the Public Works Department with properly executed easement deeds as applicable for the project. 6-3.1 REQUIRED NOTES ON PLANS The following standard notes are required on all Sanitary Sewer Plans: A. All work and materials shall conform to the City of Everett Standards and WSDOT/APWA Standard Specifications. B. No part of the sanitary sewer system shall be covered, concealed or put into use until it has been tested, inspected, and approved by the city inspector. C. Approximate locations of existing utilities have been obtained from available records and are shown for convenience. The contractor shall be responsible for verification of locations and to avoid damage to any additional utilities not shown. If conflicts with existing utilities arise during construction, the contractor shall notify the public works inspector and any changes required shall be approved by the City Engineer prior to commencement of related construction on the project. D. All sewer main extensions within the public right-of-way or in easements must be staked by survey for line and grade prior to starting construction. 6-4 EASEMENTS All public sewer mains not in the public right-of-way shall be in easements granted to the City of Everett. All public sewer main easements shall be a minimum of 20 feet wide, with the sewer main ideally being the center of the easement. No permanent structures are allowed to be constructed in the easement area. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-3 Vehicle access, as approved by the City Engineer, will be provided to all manholes. All easements except for special circumstances shall be located to run within single lots rather than being split by a lot line. Landscaping within sanitary sewer easements shall be restricted to low growing shrubs, grasses, beauty bark, etc. 6-5 LIFT (PUMP) STATIONS The preferred method of sewer collection is by gravity into the City’s sanitary sewer system. The City does not promote the construction of individual side sewer pumps (grinder pumps) or lift stations dedicated to the City. The City will only consider alternative sewer collection methods if a conventional gravity sewer collection system cannot be constructed due to topographic or other constraints. Private pressure sewer (force main) pipes are not permitted on public right-of-way. If no gravity system can be constructed and an alternative sewer collection system has been approved by the City, the private pressure lines must either enter a manhole on private property and flow by gravity into the public system with a standard side sewer connection or connect to an existing public sewer force main serving multiple lots that is within the public right-of-way or an easement that is dedicated to the City (See Section 6-5.2(3). Refer to Standard Drawing 611 for specific construction and material requirements. 6-5.1 LIFT STATIONS DEDICATED TO THE CITY Central lift stations for a development must be dedicated to the City for ownership, operations, and maintenance once constructed, in accordance with WAC 173-240-104. Lift stations must be approved by the City’s Maintenance Division. The following items are to be considered for each application: A. The City prefers that lift stations be a wet well-dry well type especially if the system has high discharge head, large horsepower or high flow capacity operating conditions. Submersible lift stations may be considered for low head, small horsepower and low flow capacity operating conditions. B. Lift stations must be located in the public right-of-way or an easement must be provided to the City that includes the footprint of the lift station and all related systems and access to the lift station and all related systems from the right-of-way for operation and maintenance. C. Lift stations must be set up with auxiliary power, including automatic transfer switch. D. Provisions for telemetry shall be required with connectivity to the Maintenance Division SCADA system. E. Lift stations must meet current City of Everett Utility Division Lift Station Standards. F. Lift station must meet Department of Ecology guidelines as stated in the current edition of their Criteria for Sewage Works Design (Orange Book). G. Any new lift station must be shown by the applicant to be cost effective based on the number of connections and cost to operate the station and will be independently reviewed and verified by the Department. 6-5.2 GRINDER PUMP SYSTEMS 6-5.2(1) NEW RESIDENTIAL CONSTRUCTION ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-4 Private grinder pump systems may be considered and approved by the City under the following conditions: A. A gravity sewer is not a feasible or cost-effective option. A public sewer extension needs to be considered and shown to not be feasible. B. A grinder pump system shall only serve one building and one parcel per EMC 14.08.170. C. Grinder pump systems are the responsibility of the property owner and not the City, including all operation, maintenance and repairs, operations, and regulatory compliance. D. Applicant/Owner must comply with Snohomish Health District and Department of Ecology requirements. E. Application and design report provided to the City must include: • Design and installation plans that conform to the latest version of the Uniform Plumbing Code (UPC) with side sewer cleanouts installed at regular intervals and at every bend. The applicant is responsible for selecting the proper grinder pump unit and performing the necessary calculations associated with flow rate and discharge head including static lift and friction losses in the discharge pipe to the point of discharge into the gravity manhole. • Consideration of storage capabilities, power outages and durations, and adequate storage as defined in the Department of Ecology’s Criteria for Sewage Works Design (Orange Book) Chapter C1-10.1.6. • Demonstration of compliance with the Orange Book, Chapter C1-10 and UPC requirements through an engineering report submittal. • Site plan showing location of the grinder pump, site piping, connection details to the City sewer system, and all other requirements of the UPC. • Location of access for a vacuum extractor vehicle, septic tank service truck, or other method of emergency pumping. • An Operations and Maintenance Plan. The plan must include: i. Names of the responsible parties and operators; ii. The manufacturers maintenance plan and maintenance schedule; iii. An inspection and maintenance plan and schedule; iv. A list of contact names and numbers of 24-hour responders (repair contractors, pump or vactor operators, and service personnel who are qualified to maintain the system); v. A spill response plan; and vi. A list of common parts and where they are available. The spare parts that are recommended to be on hand (and owner must have these parts on hand). F. Owners must keep the Operations and Maintenance Plan readily available within the building at all times, routinely update based on manufacturers recommendations and vendor changes, and keep maintenance records that demonstrate routine maintenance that complies with the manufacturers recommended schedule. G. A list of items to avoid discharging to a grinder pump system must be visibly posted inside the building – see Orange Book Chapter C1-10.4. H. Grinder pump installations and tank storage area must be located where spills avoid crawl spaces or occupied areas and designed where spills are contained. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-5 I. Once installed, the City may inspect grinder pumps for compliance with the operations and maintenance plan requirements throughout the life of the grinder system, as established by EMC 14.08.210. Typical grinder pump systems are shown in Standard Drawing 621. 6-5.2(2) SEPTIC TO GRINDER PUMP CONVERSIONS For the special case of septic conversions that require a grinder pump system to reach a gravity sewer main the following conditions apply: A. Applicant is recommended to meet with Departmental staff (Permit Services and Utility Engineering and Maintenance) to review the site specific situation and all potential septic to sewer conversions within the area. The City will evaluate all potential septic conversions for the situation and may include conversions of other adjacent unsewered lots as needed for the project to be cost effective and coordinated. B. All provisions of residential grinder pump installations will apply (see Section 6-5.2.1). C. City offers a special process of funding conversions per Ordinance No. 3100-08 if the homeowner choses to use that method. D. City ordinance of Force Connections per EMC 14.08.175 will also apply. 6-5.2(3) COMMON FORCE MAINS A common/shared public sewer force main may be proposed to collect and convey flows from multiple individual grinder pumps when required to reach the gravity sewer system. The common sewer force main must be dedicated to the City for ownership, operations, and maintenance in accordance with WAC 173-240-104. The common public force main must be located within the public right-of-way or an easement must be provided to the City that includes the entire force main and access to the force main from the right-of-way. Common force mains must meet the following requirements: A. The force main must be constructed of HDPE (preferred), ductile iron, or PVC in accordance with WSDOT Special Provisions 7-20.2. B. Non-metallic pipes must be marked with detectable marking tape in accordance with WSDOT Special Provisions 7-20.3(7). C. Combination air and vacuum release assemblies must be provided at all high points in accordance with WSDOT Special Provisions 7-20.3(11). D. Valves shall be installed in accordance with WSDOT Special Provisions 9-30.3. E. A hydrostatic pressure test must be performed by the City prior to commissioning in accordance with WSDOT Special Provisions 7-09.3(23) and 7-20.3(12). In the case where a common force main has previously been constructed new residential sewer services using an individual grinder pump may connect to the common force main. The applicant is responsible for calculating the operating hydraulics and selecting a pump for that sewer service. The applicant must work with the Departmental staff (Permit Services and Utility Engineering and Maintenance) to get information about existing public sewer force main hydraulic operating conditions. The City will provide minimum and maximum operating pressure values for the public sewer force main at the property frontage. The applicant is responsible for performing the necessary calculations associated with flow rate ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-6 and discharge head including static lift and friction losses in the onsite discharge pipe to the point of connection at the force main. The applicant is responsible for selecting the proper grinder pump unit to meet the conditions in Section 6-5.2(1) and 6-5.2(2) and force main connection must be approved by the City’s Utilities Division. 6-6 MANHOLES 6-6.1 DESCRIPTION This work shall consist of constructing manholes in accordance with these Specifications, Standard Drawings and Section 7-05 of the WSDOT/APWA Standard Specifications. Where conflicts occur, these Specifications shall have precedence over Section 7-05 of the WSDOT/APWA Standard Specifications. 6-6.2 MATERIALS Manholes shall be constructed of pre-cast units, in accordance with Standard Drawings 605, 606 and 607. Any deviations from Standard Drawings will be subject to a shop drawing submitted by the contractor and approved by the City Engineer. Joints between manhole elements shall be rubber gasket. All pre-cast concrete shall be Class 4000. Manhole channels shall be Class 3000 concrete. Concrete blocks or concrete (masonry) rings may be used for adjustment of the casting to final street grade. Standard precast cones shall provide reduction from 48 inches to 24 inches with height of not less than 18 inches and 54 to 24 inches with height of not less than 24 inches. Standard flat slab covers shall be a minimum of 8 inches thick and shall conform to the outer dimension of the standard sections upon which they are to be placed. 6-6.3 CONSTRUCTION REQUIREMENTS 6-6.3(1) BEDDING Unless otherwise directed by the City Engineer, manholes constructed with pre-cast base sections or cast- in-place sections shall be placed to grade upon a 6 inch minimum depth of Crushed Surfacing Base Course meeting the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. The Crushed Surfacing Base Course shall be compacted to 95% maximum density. 6-6.3(2) JOINTS Joints between pre-cast manhole elements shall be rubber gasketed in a manner similar to pipe joints conforming to ASTM C443. Shop drawings of the joint design shall be submitted to the City Engineer for approval, prior to manufacturer. Completed joints shall show no visible leakage and shall conform to the dimensional requirements of ASTM 478. 6-6.3(3) MANHOLE CHANNEL All manholes shall be channeled unless otherwise approved by the City Engineer. Manhole channels shall be made to conform accurately to the sewer grade and shall be brought together smoothly with well rounded junctions. Channel sides shall be carried up vertically to the crown elevation of the various ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-7 pipes, and the concrete shelf between channels shall be smoothly finished and warped evenly with slope to drain. 6-6.3(4) MANHOLE PIPE CONNECTIONS All pipes except PVC pipe entering or leaving the manhole shall be provided with flexible joints within ½ of a pipe diameter or 12 inches, whichever is greater, from the outside face of the manhole structure and shall be placed on firmly compacted bedding, particularly within the area of the manhole excavation which normally is deeper than that of the sewer trench. Special care shall be taken to see that the openings through which pipes enter the manhole are completely and firmly rammed full of non-shrink grout to ensure water tightness (see Section 3-20(8) for non-shrink grout). PVC pipe connected to manholes shall be provided with a manhole adaptor complete with gasket and approved by the City Engineer. No pipe joints in PVC shall be placed within 10 feet of the outside face of the manhole. 6-6.3(5) LADDER All manholes over 3 feet in height shall be provided with a ladder or steps as specified in Standard Drawings 608 or 609. 6-6.3(6) CONNECTIONS TO EXISTING MANHOLES The contractor shall verify invert elevations prior to construction. The crown elevation of laterals shall be the same as the crown elevation of the incoming pipe unless specified. The existing base shall be reshaped to provide a channel equivalent to that specified for a new manhole. Inside drops shall be used to connect to existing deep manholes. Outside drops will be allowed only where specifically allowed by the City Engineer. The contractor shall excavate completely around the manhole to prevent unbalanced loading. The manhole shall be kept in operation at all times and the necessary precautions shall be taken to prevent debris or other material from entering the sewer, including a tight pipeline bypass through the existing channel if required. The contractor shall core drill, line drill or wall saw an opening to match the size of pipe to be inserted. Where line drilling is the method used, the drilled holes must be interconnected. Line drilling shall be accomplished by the use of a small core drill or a rotary hammer. Jackhammer shall not be used. All openings must provide a minimum of 1 inch and a maximum of 2 inches clearance around the circumference of the pipe. Upstream pipes, except PVC pipe, penetrating the walls of manholes shall be placed with the bell facing out such that the bell is placed snug against the outside wall of the structure as the angle of penetration allows. Pipe, except PVC pipe, leaving or entering manholes shall be provided with a flexible joint within ½ of a pipe diameter, or 12 inches, whichever is greater. After pipes have been placed to their final position, they shall be grouted tight with non-shrink grout in a workmanlike manner. PVC pipe connecting to existing manhole shall be per Section 6-6.3(4). 6-6.3(7) SPACING Maximum spacing of manholes shall be 400 feet, unless approved by the Utilities. All manholes are to be accessible to maintenance vehicles. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-8 Manholes will be required at any change in pipe slope, alignment, or size. Manholes are not allowed in a fill section unless base is on a cut section. A manhole is required at the ends of all sewer mains. 6-7 SEWER MAIN 6-7.1 MATERIALS Materials for gravity sanitary sewer pipe shall meet the requirements of the following: 1. PVC Sewer Pipe: Polyvinyl Chloride (PVC) sanitary sewer pipe shall conform to the requirements of ASTM D3034 SDR 35. 2. Ductile Iron Sewer Pipe: Ductile iron sanitary sewer pipe shall conform to ANSI A 21.51 or AWWA C151 and shall be cement mortar lined, push-on joint or mechanical joint. The ductile iron pipe shall be Class 52, unless otherwise approved. 3. Polypropylene Dual Wall and Triple Wall Sanitary Sewer Pipe (18-inch-diameter and larger): Polypropylene Sanitary Sewer Pipe shall conform to the requirements of WSDOT/APWA section 9-05.24(2). 6-7.2 GENERAL The maximum permissible trench width between the foundation level and to 12 inches above the pipe shall be 40 inches for pipe 15 inches or smaller inside diameter of 1 ½ times the inside diameter plus 18 inches for pipe 18 inches or larger (see Standard Drawing 615). If the maximum trench width is exceeded without written authorization of the City Engineer, the contractor will be required to provide pipe of higher strength classification or to provide a higher class of bedding, as required by the City Engineer. During excavation and installation of pipelines and placement of trench backfill, excavations shall be kept free of water. The contractor shall control surface run-off so as to prevent entry or collection of water in excavations. The static water level shall be drawn down a minimum of one foot below the bottom of the excavation so as to maintain the undisturbed state of the foundation soils and along the placement of any fill or backfill to the required density. The dewatering system shall be installed and operated so that the ground water level outside the excavation is not reduced to the extent that would damage or endanger adjacent structures or property. 6-7.3 UNDERGROUND UTILITIES Activities such as trench excavation, tunneling or boring, pipe embankment, backfilling, compaction, safety and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in other sections of these Standards. For all the above except pavement patching, see Section 3-9 Underground Utilities and Standard Drawings 614, 615, and 620. 6-7.4 PIPE BEDDING Bedding for all pipe shall be Crushed Surfacing Base Course (CSBC) meeting the requirements of Section 9-03.9(3) of the Standard Specifications for Road, Bridge, and Municipal Construction. Bedding will be to the pipe zone shown on Standard Drawing 611. The pipe zone is identified as 6 inches below ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-9 the bottom of the pipe to 12 inches above the pipe. As an option the contractor may use controlled density fill as specified in Section 3-20.1 of these Specifications. Bedding shall be placed in more than one lift. The first lift, to provide at least 6 inches thickness under and portion of the pipe, shall be placed before the pipe is installed and shall be spread smoothly so that the pipe is uniformly supported along the barrel. Subsequent lifts of not more than 6 inches thickness shall be installed to the crown of the pipe and individually compacted to 90% density as determined by ASTM D698. A further 12 inch lift of moderately compacted material shall be placed over the crown of the pipe prior to the start of backfilling the trench. 6-7.5 LAYING SEWER PIPE All sewer main installations shall have line and grade set prior to construction by survey, with a minimum of staking for each manhole with cuts to inverts of inlets and outlets. All mains are to be straight between manholes, unless specifically approved otherwise in writing by the City Engineer or shown as such on the approved plans. The contractor may use any method such as “swede line and batter board” and “laser beam” etc., which would allow him to accurately transfer the control points provided by the surveyor in laying the pipe to the designated alignment and grade. When using the “swede line and batter board” method, the contractor shall transfer line and grade into the ditch where they shall be carried by means of a taut grade line supported on firmly set batter boards at intervals of not more than 30 feet. Not less than three batter boards shall be in use at one time. Grades shall be constantly checked and in event the batter boards do not line up, the work shall be immediately stopped and the cause remedied before proceeding with the work. When using a “laser beam” to set pipe alignment and grade, the contractor shall constantly check the position of laser beam from surface hubs provided by the surveyor to ensure the laser beam is still on alignment and grade. In the event the laser beam is found out of position, the contractor shall stop work and make necessary corrections to the laser beam equipment and pipe installed. Clearances between sewer and water main pipe shall be a minimum of 10 feet, horizontal and 18 inches vertical, measured from the outside wall of both pipes. Deviations from the standard minimum separation will be allowed only when approved by the City Engineer. For additional requirements on water and sewer pipe separation, see Section C1-9 of the Department of Ecology Criteria for Sewage Works Design. 6-7.6 PLUGS AND CONNECTIONS All fittings shall be capped or plugged with a plug of an approved material gasketed with the same gasket material as the pipe unit; or shall be fitted with an approved mechanical stopper; or shall have an integrally cast knock-out plug. The plug shall be able to withstand all test pressures without leaking, and when later removed, shall permit continuation of piping with jointing similar to joints in the installed line. 6-7.7 JOINTING Where it is necessary to break out or connect to an existing sewer during construction, only new pipe having the same inside diameter will be used in reconnecting the sewer. Where joints must be made between pipes with a mismatched wall thickness, the Contractor shall use flexible gasketed coupling, adaptor or coupling-adapter to make a watertight joint. Couplings shall be those manufactured by “Romac”, “Smith Blair”, or approved equal for reinforced pipes and “Fernco” or approved equal for non- reinforced pipes. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-10 6-7.8 JACKING, AUGURING OR TUNNELING See Section 3-9 Underground Utilities of these Specifications for Jacking, Auguring or Tunneling. 6-7.9 SIZE The minimum pipe size for sanitary sewer mains shall be 8 inches in diameter. The Utility Superintendent shall determine the pipe size required to serve the surrounding area. 6-7.10 SLOPE 8 inch Mains: A. 1% slope for the first two runs between manholes and a dead end line. B. .75% slope when the line is not covered under condition above. C. Any slope less than condition or above must be approved by the City Engineer. 10 inch Mains or Larger: A. The minimum slope shall be such as to provide a minimum flow velocity of 2.5 feet/sec. (full) providing there are at least 100 lots upstream. A. 0.75% minimum slope, where there are fewer than 100 lots upstream. C. Any slope less than condition or above must be approved by the City Engineer. 6-7.11 SEPTIC TANKS Septic systems are generally not allowed within the city. Grinder pump system should be used before septic tank systems. In areas of the city where it is determined by the City Engineer that conventional gravity or grinder pump sanitary sewer service is not available and/or not practical to be served by a public sewer system in the future, septic tank systems may be installed upon approval by the Utilities and issuance of a permit by the Snohomish County Health District. 6-7.12 PAVEMENT PATCHING For pavement patching see Section 3-14 and Standard Drawing 326 of these Standards. 6-7.13 CLEANING AND TESTING All sanitary sewer pipe installations shall be tested in accordance with Section 7-17.3(4) of the WSDOT/APWA Standard Specifications for Road, Bridge, and Municipal Construction. A copy of this testing procedure is included at the end of this Section. Sewers and appurtenance shall be cleaned and tested after backfilling by either the exfiltration or low pressure air method at the option of the contractor, except where the ground water table is such that the City Engineer may require the infiltration test. The contractor/developer shall be required to clean and flush, with an approved cleaning ball and clean water, all gravity sanitary sewer lines prior to testing. The cleaning ball shall be an inflatable diagonally ribbed rubber ball of a size that will inflate to fit snugly into the pipe to be tested. A rope or chord will fastened to the ball to enable total control of the ball at all times. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-11 6-8 SIDE SEWERS 6-8.1 DESCRIPTION A side sewer is considered to be that portion of a sewer line that will be constructed between a main sewer line and a residence or other buildings in which the disposal of sanitary waste originates. It does not include any of the internal piping or connection appurtenances, the installation of which is controlled by a municipal code, ordinance or regulation. The general requirements for construction of sewers in other Sections of these Specifications shall apply for construction of side sewers unless they are inconsistent with any of the provisions of this particular Section and the Specifications shall apply alike to all side sewers on public rights-of-way and private property. 6-8.2 MATERIALS Materials shall meet the requirements of Section 6-7 of these Specifications. All pipe shall be clearly marked with type, class, and/or thickness, as applicable. Lettering shall be legible and permanent under normal conditions of handling and storage. Approved jointing shall be flexible gasketing. Flexible gasketing shall be construed to include rubber, rubberlike and plastic materials specially manufactured for the joint, pipe size, and use intended and shall be furnished by the manufacturer of the pipe to be used. 6-8.3 GENERAL Side sewer construction shall conform to Standard Drawings 601, 602, 603, and 604. Side sewer locations shown on the drawings shall be subject to relocation in the field after construction starts. Regardless of the drawing location, the contractor shall place the tee or wye branch in the main sewer line at the location designated by the engineer. A maximum of one residential unit or building will be allowed to connect to each side sewer. If the equivalent sewage flow from the building will be equal to more than 20 residential units, then a manhole will be required to be constructed at the connection to the sewer main. Side sewers are not permitted to cross a public right-of-way or run parallel to the right-of-way centerline. All lots must front on a public sanitary system in order to be served. Side sewers shall be replaced to the main at all new developments and remodels that require a sewer application unless otherwise approved by the Utility Superintendent. Side sewers are owned by the property owner – See EMC 14.08.260. The City is responsible only for structural deficiencies of the side sewer within the public right-of-way. Where a separately owned parcel with multiple buildings that will be subdivided or end up separately owned exist, the City may accept an easement for the main to be publicly owned. The City would own and be responsible for the sewer main; the property owner would be responsible for the cleaning, maintenance, and repair of the side sewer from the sewer main to the building. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-12 6-8.4 EXCAVATION, BEDDING, BACKFILL AND COMPACTION Excavation, bedding, backfill and compaction for side sewers shall conform to the requirements of Section 3-9 Underground Utilities and to Standard Drawings 611 and 615. The bedding material shall be Crushed Surfacing Base Course conforming to Section 9-03.9(3) of the WSDOT/APWA Standard Specifications and to Section 3-20.5 of these Standards. 6-8.5 SIZE The minimum size requirement for that portion of any side sewer within any easement or public right-of- way is 6 inches in diameter. On private property that portion of the side sewer may be reduced to 4 inches in diameter on single family homes, all other uses from duplexes to commercial must install 6 inch minimum in diameter piping to building connection. 6-8.6 SLOPE The minimum slope for side sewers shall be 6-8.7 FITTINGS All fittings shall be factory-produced and shall be designed for installation on the pipe to be used. Fittings shall be of the same quality and material as the pipe used, except when installing a PVC insert on existing pipe. Side sewers shall be connected to the tee, wye, or riser provided in the public sewer where such is available, utilizing approved fittings or adapters. Where no tee, wye, or riser is provided or available, connection shall be made by core drilling and installing and approved tee. Connections to existing sewer mains shall conform to the requirements of Standard Drawings 616 and 617 6-8.8 CLEANOUTS All side sewers shall have a 6 inch clean-out at the property line per Standard Drawing 604. The riser portion of the clean-out shall be PVC unless otherwise approved by the Utility Superintendent. For longer side sewer installations, extra clean-outs will be required at spacings not to exceed 100 feet. 6-8.9 TESTING All side sewers shall be tested after backfill. Side sewers that are reconstructed or repaired to a length of 10 feet or more shall be tested for water tightness. Testing of newly reconstructed sections of side sewers consisting of a single length of pipe will not be required. Testing shall be performed in the presence of the engineer in accordance with Section 7-17.3(4) of the Standard Specifications for Road, Bridge and Municipal Construction. A copy of this testing procedure is at the end of this section. When a new side sewer is installed, the entire length of new pipe installed shall be tested. In cases where a new tap is made on the main, the first joint of pipe off the main shall be installed with a test tee, so that an inflatable rubber ball can be inserted for sealing off the side sewer installation for testing. In cases where the side sewer stub is existing to the property line, the test ball may be inserted through the clean- out wye to test the new portion of the side sewer installation. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SANITARY SEWERS 6-13 6-9 TELEVISION INSPECTION All new mains within the public right-of-way and those in easements to be maintained by the city will be subject to a visual inspection with a TV camera unit by the City Sewer Division. Any deficiencies noted by the TV camera inspection shall be corrected to the satisfaction of the Utilities Division. The initial inspection costs are borne by the city. Follow-up reinspection after correction of any deficiencies is billed on a direct cost bases. ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 1 CITY OF EVERETT Design and Construction Standards & Specifications For Development Volume II Standard Drawings 100 - GENERAL CONSIDERATIONS 200 - EROSION AND SEDIMENTATION CONTROL 300 - STREETS AND RELATED WORK 400 - STORM AND SURFACE WATER 500 - WATER DISTRIBUTION 600 - SANITARY SEWER 700 - TRAFFIC CONTROL 800 - ILLUMINATION & SIGNALIZATION 900 - TRANSIT ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 2 100 GENERAL CONSIDERATIONS 101 Site Plan Example (Sample Plot Plan) 102 Supplemental Checklist (Checklist of required information) 103 TESC Plan Example 104 Drainage Plan Example ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\PERMIT SERVICES.DWG NOTE: THIS DRAWING HAS BEEN SCALED DOWN FROM THE ORIGINAL. USE THIS EXAMPLE SITE PLAN AS A TEMPLATE FOR YOUR SMALL PROJECT IN THE CITY OF EVERETT. THIS TEMPLATE CAN BE DOWNLOADED AS A .DWG FILE FROM HTTP://EVERETTWA.GOV/PERMITS. 02/08/2018 101 RYAN SASS TONY LEE PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SITE PLAN EXAMPLE ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\PERMIT SERVICES.DWG NOTE: THIS DRAWING HAS BEEN SCALED DOWN FROM THE ORIGINAL. USE THIS EXAMPLE SUPPLEMENTAL CHECKLIST AS A TEMPLATE FOR YOUR SMALL PROJECT IN THE CITY OF EVERETT. THIS TEMPLATE CAN BE DOWNLOADED AS A .DWG FILE FROM HTTP://EVERETTWA.GOV/PERMITS. 02/08/2018 102 RYAN SASS TONY LEE PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SUPPLEMENTAL CHECKLIST ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\PERMIT SERVICES.DWG NOTE: THIS DRAWING HAS BEEN SCALED DOWN FROM THE ORIGINAL. USE THIS EXAMPLE TESC PLAN AS A TEMPLATE FOR YOUR SMALL PROJECT IN THE CITY OF EVERETT. THIS TEMPLATE CAN BE DOWNLOADED AS A .DWG FILE FROM HTTP://EVERETTWA.GOV/PERMITS. 02/08/2018 103 RYAN SASS TONY LEE PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TESC PLAN EXAMPLE ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\PERMIT SERVICES.DWG NOTE: THIS DRAWING HAS BEEN SCALED DOWN FROM THE ORIGINAL. USE THIS EXAMPLE DRAINAGE PLAN AS A TEMPLATE FOR YOUR SMALL PROJECT IN THE CITY OF EVERETT. THIS TEMPLATE CAN BE DOWNLOADED AS A .DWG FILE FROM HTTP://EVERETTWA.GOV/PERMITS. 02/08/2018 104 RYAN SASS TONY LEE PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DRAINAGE PLAN EXAMPLE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 3 200 EROSION AND SEDIMENTATION CONTROL 201 Construction Access 205 Temporary Pipe Slope Drain 207 Triangular Sediment Filter Dikes 208 Excavated Inlet Protection 210 Storm Drain Inlet Protection 212 Inlet Fabric Fence Filter 214 Temporary Silt Fence ---PAGE BREAK--- EXISTING ROAD 25' 25' 1' MIN DEPTH TYPICAL LENGTH AS REQUIRED 100' MIN, EXCEPT MAY BE REDUCED TO 50' MIN FOR SITES WITH LESS THAN ONE ACRE OF EXPOSED SOIL OR APPROVED BY INSPECTOR 30' MIN TYPICAL PLACE CONSTRUCTION GEOTEXTILE FOR SOIL STABILIZATION FROM THE EDGE OF THE EXISTING ROADWAY TO THE CONSTRUCTION ENTRANCE, OR AS DIRECTED BY THE ENGINEER PERMEABLE BALLAST TYPICAL SEE STANDARD SPECIFICATION SECTION 9-03.9(2) PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA 15' MIN INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT NOTES 1. STABILIZED CONSTRUCTION ENTRANCE SHALL MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION SECTION 8-01.3(7). ISOMETRIC VIEW CONSTRUCTION ENTRANCE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD201.DWG PLOTTED: 1/23/2019 4:27 PM 04/03/2017 201 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CONSTRUCTION ACCESS WSDOT STD PLAN I-80.10-02 ACCEPTABLE SUBSTITUTE ---PAGE BREAK--- ISOMETRIC VIEW SECTION A-A A DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR CPEP OR EQUIVALENT PIPE DISCHARGE TO A STABILIZED WATERCOURSE, SEDIMENT RETENTION FACILITY, OR STABILIZED OUTLET INTERCEPTOR DIKE OR OTHER TEMPORARY DIVERSION INTERCEPTOR DIKE OR OTHER TEMPORARY DIVERSION PROVIDE RIPRAP PAD OR EQUIVALENT ENERGY DISSIPATION 12" MIN 1. INLET AND ALL SECTIONS MUST BE SECURELY FASTENED TOGETHER WITH GASKETED WATERTIGHT FITTINGS. B B SECTION B-B HOLDING STRAPS ANCHOR PINS AS REQUIRED EXISTING GROUND TEMPORARY WATER DIVERSION SYSTEM PER CONSTRUCTION PLANS NOTES STANDARD FLARED END SECTION A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD205.DWG PLOTTED: 1/23/2019 4:27 PM 12/30/2016 205 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TEMPORARY PIPE SLOPE DRAIN ---PAGE BREAK--- 1. PROVIDE 8 LINEAL FEET PER 1 CFS RUNOFF. BACKFILLED TRENCH WITH BURIED FABRIC MATERIAL STAPLES TYPICAL A A STAPLES TYPICAL CROSS SECTION A-A FOAM PAD WRAPPED WITH A FABRIC MATERIAL NOTES FABRIC MATERIAL STAPLED IN A 3"-6" TRENCH WHICH IS BACKFILLED WITH SOIL FLOW FLOW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD207.DWG PLOTTED: 1/23/2019 4:27 PM 12/30/2016 207 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRIANGULAR SEDIMENT FILTER DIKES ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD208.DWG PLOTTED: 1/23/2019 4:28 PM 03/17/2017 208 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. EXCAVATED INLET PROTECTION NOTES SECTION VIEW PLAN VIEW 1. SHAPE OF SUMP AREA MAY VARY TO FIT DRAINAGE AREA AND TERRAIN. MODIFY AS NECESSARY TO ENSURE SATISFACTORY TRAPPING OF SEDIMENT. HALF-CIRCLE SUMP MAY BE USED WHEN CURB AND GUTTER ARE INSTALLED DURING STREET CONSTRUCTION. 2. CLEAN OUT WHEN SEDIMENT REACHES 6" BELOW GRATE. 3. TEMPORARILY LEAVE OUT BLOCK. COVER OPENING WITH WIRE SCREEN. SIZE SCREEN TO RETAIN GRAVEL. 4. PLACE 3/8" MINUS WASHED GRAVEL IN FRONT OF SCREEN TO FILTER SEDIMENT. 5. SIZE SUMP BASED ON EXPECTED FLOWS DURING CONSTRUCTION. 6. TO PREVENT SEDIMENTATION FROM ENTERING STORM DRAINAGE SYSTEM AT CATCH BASIN/INLETS DURING CONSTRUCTION. 1' MIN 2' MAX SEE NOTE 5 MAX SLOPE 2:1 WASHED GRAVEL SEE NOTE 4 SCREEN SEE NOTE 3 SCREEN SEE NOTE 3 GRAVEL SEE NOTE 4 SEE NOTE 1 SEE NOTE 2 ---PAGE BREAK--- NOTES 1. CATCH BASIN INSERTS SHALL BE REMOVED AT THE END OF THE PROJECT. 2. CATCH BASIN INSERTS ARE ONLY TO BE INSTALLED IN DRAINAGE DEVICES PER THE MANUFACTURES'S RECOMMENDATIONS. CATCH BASIN INLET INSERTS SHALL BE INSTALLED IN CURB INLETS. 3. CATCH BASIN INSERTS SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 4. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES ONE THIRD FULL OR IN ACCORDANCE WITH THE MANUFACTURES' INSTRUCTIONS. 5. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INLET INSERTS, EMPTYING, AND RE-INSTALLING IT INTO THE CATCH BASIN. DO NOT WASH SEDIMENT INTO STORM DRAINS WHILE CLEANING. 6. SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORM WATER STRUCTURE IT WILL SERVICE. 7. THE BIGD SHALL HAVE A BUILT-IN HIGH-FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 8. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 9. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). ISOMETRIC VIEW SECTION VIEW OVERFLOW BYPASS TYPICAL BELOW INLET GRATE DEVICE RETRIEVAL SYSTEM TYPICAL GRATE FRAME DRAINAGE GRATE 5" MAX FILTERED WATER BELOW INLET GRATE DEVICE OVERFLOW BYPASS TRIM DRAINAGE GRATE SEDIMENT AND DEBRIS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD210.DWG PLOTTED: 1/23/2019 4:28 PM 12/30/2016 210 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. STORM DRAIN INLET PROTECTION WSDOT STD PLAN I-40.20-00 ACCEPTABLE SUBSTITUTE IF MAINTENANCE MEETS NOTES 1-5 ---PAGE BREAK--- NOTES 1. ALL FILTER FABRIC SHALL BE GEOTEXTILE FOR TEMPORARY SILT FENCE. SEE WSDOT STANDARD SPECIFICATION 9-33.2(1) TABLE 6. GEOTEXTILE STAKES DROP INLET WITH GRATE 2"x2" WOOD STAKE GEOTEXTILE 18" MIN RUNOFF WATER WITH SEDIMENT 4" 4" 3/4" TO 2 1/2" WASHED GRAVEL BURIED FILTER FABRIC ISOMETRIC VIEW DROP INLET WITH GRATE FLOW SECTION VIEW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD212.DWG PLOTTED: 1/23/2019 4:28 PM 12/30/2016 212 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. INLET FABRIC FENCE FILTER ---PAGE BREAK--- SPLICE DETAIL SPLICED FENCE SECTIONS SHALL BE CLOSE ENOUGH TOGETHER TO PREVENT SILT LADEN WATER FROM ESCAPING THROUGH THE FENCE AT THE OVERLAP. TYPICAL SILT FENCE WITH BACKUP SUPPORT ISOMETRIC FLOW PROTECTED AREA PROTECTED AREA TYPICAL INSTALLATION DETAIL 1. INSTALL THE ENDS OF THE SILT FENCE TO POINT UPSLOPE TO PREVENT SEDIMENT FROM FLOWING AROUND THE ENDS OF THE FENCE. 2. PERFORM MAINTENANCE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATIONS 8-01.3(9)A AND 8-01.3(15). 3. SPLICES SHALL NEVER BE PLACED IN LOW SPOTS OR SUMP LOCATIONS. IF SPLICES ARE LOCATED IN LOW OR SUMP AREAS, THE FENCE MAY NEED TO BE REINSTALLED UNLESS OTHERWISE APPROVED. 4. INSTALL SILT FENCING PARALLEL TO MAPPED CONTOUR LINES. 5. DURING EXCAVATION, MINIMIZE DISTURBING THE GROUND AROUND TRENCH AS MUCH AS IS FEASIBLE, AND SMOOTH SURFACE FOLLOWING EXCAVATION TO AVOID CONCENTRATING FLOWS. COMPACTION MUST BE ADEQUATE TO PREVENT UNDERCUTTING FLOWS. NOTES STEEL POST (TYPICAL) BACKUP SUPPORT (TYPICAL) GEOTEXTILE FOR SILT FENCE SEE STANDARD SPECIFICATION SECTION 9-33.2 TABLE 6 SHEET FLOW (TYPICAL) INSTALL BACKUP SUPPORT FOR THE GEOTEXTILE SEE STANDARD SPECIFICATION SECTION 8.01.3(9)A POST SEE WSDOT STANDARD SPECIFICATIONS 8-01.3(9)A ATTACH IN A MANNER THAT ASSURES FABRIC IS FIRMLY HELD BY THE BACKUP SUPPORT IN A WAY THAT REDUCES THE POTENTIAL FOR FABRIC TEARING BACKUP SUPPORT BACKFILLED & COMPACTED NATIVE SOIL BURY GEOTEXTILE IN TRENCH FASTEN GEOTEXTILE TO POST EVERY 6" IN O.C. SELF-LOCKING TIE-NYLONE 6/6 (MIN GRADE) 120# MIN TENSILE STRENGTH, UV STABILIZED GEOTEXTILE SEE NOTE 1 SEE NOTE 1 FABRIC (GEOTEXTILE) (TYPICAL) 2'-0" MIN 4" 2'-0" MIN 6'-0" MAX SPACING PROTECTED AREA T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD214.DWG PLOTTED: 1/23/2019 4:28 PM 03/17/2017 214 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TEMPORARY SILT FENCE WSDOT STD PLAN I-30.10-02 ACCEPTABLE SUBSTITUTE EXCEPT STEEL POST REQUIRED ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 4 300 STREETS AND RELATED WORK 300 Roadway Functional Classifications 301 Typical Roadway Section - Arterials 302 Typical Roadway Section - Non-Arterial Streets 303 Typical Roadway Section - Short Subdivision Easement 304 Typical Roadway Section - 2 Lot Short Subdivision Easement 305 Typical Roadway Section - Alley 306 Typical Cul-de-Sac 307 Type “A-1” Cement Concrete Curb & Gutter 308 Rolled Curb Cement Concrete Curb & Gutter 309 Type E-1, E-2, E-3, and E-4 Cement Concrete Curb 310 Extruded Asphalt Concrete Curb 311 Extruded Cement Concrete Curb 312 Cement Concrete Curb & Sidewalk Details 313 Cement Concrete Sidewalk at Corners 314 Curb Extensions 315 Cement Concrete Driveway Type-1 316 Cement Concrete Driveway Type-2 317 Cement Concrete Driveway Type-3 318 Type A Curb Ramp 319 Type B Curb Ramp 320 Type C Curb Ramp 321 Type D Curb Ramp 322 Typical Curb Ramp Locations 323 Survey Control Monument Precast 324 Survey Control Monument Cast-in Place 325 Survey Control Monuments 326 Pavement Patching Details 327 Residential Sidewalk Drain 328 Mailbox Structure Installation 329 NDCBU Mailbox Cluster 330 Typical Utility Locations 331 Temporary Turnarounds 332 Rockery (Design & Construction Requirements) 333 Pedestrian Guard Design and Construction 334 Ornamental Pedestrian Guard 335 Typical Roadway Section Special Interim Street 336 Cement Concrete Steps 337 Cement Concrete Stairway Construction Details 338 Planting Detail - Trees, Shrubs & Ground Cover 339 Planting in Traffic Islands or Medians 340 Parking Lot Details and Dimensions 341 Trail Bollard Type 1 Steel Removable 342 Trail Bollard Type 2 Fixed & Type 1/2 Placement/Striping 343 Cement Concrete Curb and Gutter Pan ---PAGE BREAK--- AS REQUIRED BY CITY ENGINEER SIDEWALKS MINIMUM ROW 10' EACH SIDE OF PUBLIC ROW NOTES 15% 15% 15% 12% REQUIRED 24' 50' 9 32' 28' 60' 40 60' 100 36' OVER 100 60' 9% 8% 44' 60' N.A 48' 80' N.A 1. MAXIMUM GRADE MAY BE EXCEEDED SUBJECT TO APPROVAL BY THE CITY ENGINEER, SUCH APPROVAL MAY BE CONDITIONAL UPON THE FOLLOWING: A) NO PRACTICAL ALTERNATIVE EXISTS. B) ANY GRADE OVER 15% WILL BE REVIEWED BY THE CITY ON A CASE BY CASE BASIS. 2. CAN ONLY BE USED ON SHORT PLATS AND CANNOT BE PART OF A LARGER DEVELOPMENT. MUST BE A PERMANENT DEAD END. 3. MAXIMUM POTENTIAL NUMBER OF DWELLING UNITS SERVED, WILL INCLUDE FORECASTED FUTURE DEVELOPMENT OF ADJACENT AREAS. 4. 36' WIDE STREET SECTION REQUIRED IF LESS THAN FOUR(4) OFF-STREET PARKING SPACES PROVIDED PER DWELLING UNIT. ONE DRIVEWAY ALLOWED PER LOT ON "ACCESS" STREETS. 5. CITY ENGINEER MAY ALLOW SIDEWALK ON ONE SIDE ONLY IN AREAS OF EXTENSIVE CUTS AND/OR FILLS AND IF PROJECTED PEDESTRIAN VOLUMES ARE LESS THAN NORMAL. STANDARD DRAWINGS 303 & 304 1 4 4 4 5 3 2 # CLASSIFICATION OF PUBLIC STREET MAXIMUM NUMBER OF DWELLING UNITS SERVICED MINIMUM PAVE- MENT WIDTH CURB TO CURB GEOMETRICS & STRUCTURAL SECTION MAX ALLOWABLE UTILITY EASEMENT BEYOND ROW REQ'D STANDARD DRAWING 302 STANDARD DRAWING 302 STANDARD DRAWING 301 STANDARD DRAWING 301 STANDARD DRAWING 301 1 to 4 DU-OPTIONAL 5 to 9 DU-REQUIRED SHORT SUBDIVISION ACCESS LOCAL ACCESS LOCAL ACCESS COLLECTOR ARTERIAL MINOR ARTERIAL PRINCIPAL ARTERIAL DETACHED SINGLE FAMILY, DUPLEX TRI-PLEX, AND FOUR-PLEX RESIDENTIAL REQUIRED REQUIRED REQUIRED REQUIRED T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD300.DWG 1/25/2019 12:39 PM 04/26/2017 300 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ROADWAY FUNCTIONAL CLASSIFICATIONS ---PAGE BREAK--- SIDEWALK 1' MIN 60' MIN 3' MIN SIDEWALK 1' MIN R/W R/W PAVEMENT C/L STANDARD ROADWAY SECTION NOTES PRINCIPAL ARTERIAL = 24'+ MINOR ARTERIAL = 22' COLLECTOR ARTERIAL = 18' PAVEMENT WIDTH ALTERNATE ROADWAY SECTION 1. ALL MATERIAL DEPTHS ARE COMPACTED DEPTHS. 2. IN WIDENING AREAS, THE EXISTING PAVEMENT EDGE SHALL BE SAW-CUT TO LEAVE A JOIN POINT. ANY TRAFFIC STRIPING REMOVED OR DAMAGED DURING WIDENING WORK SHALL BE REPLACED IN KIND OR AS DIRECTED BY THE CITY ENGINEER. 3. COMPACTION TESTS ON SUBGRADE AND TOP OF ROCK WILL BE REQUIRED. THE NUMBER OF TESTS SHALL BE AT THE DISCRETION OF THE CITY INSPECTOR. ALL TESTING SHALL BE THROUGH A LICENSED TESTING LABORATORY. THE MINIMUM COMPACTION SHALL BE 95% OF MAXIMUM DENSITY ON BOTH SUBGRADE AND TOP OF ROCK. 4. ADJUSTMENT OF CATCH BASIN LIDS OR GRATES, MONUMENTS CASES, VALVE BOXES, ETC SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR OR DEVELOPER. 5. ROADWAY SECTION MAY BE PROPOSED WITH SUBMISSION OF SUBSTANTIATING ENGINEERING DATA, CALIFORNIA BEARING RATIO(CBR), ETC. TO SUPPORT THE ADJUSTMENT. THE PROPOSAL MUST BE APPROVED BY THE CITY ENGINEER. FOR DESIGN PURPOSES, THE MINIMUM THICKNESS OF HMA CL 1/2", PG 64-22 SHALL BE 3" COMPACTED DEPTH. COMPACTION SHALL BE AN AVERAGE OF 91% OF RICE DENSITY. (IF USED) 4" COMPACTED DEPTH HMA CL 1/2" PG 64-22, 2 LIFTS REQUIRED 6" GRAVEL BORROW 6" CRUSHED SURFACING BASE COURSE MIN 2" CRUSHED SURFACING BASE COURSE 2:1 MAX FILL 5" CRUSHED SURFACING BASE COURSE 4" ATB 2 LIFTS REQUIRED 3" HMA CL 1/2" PG 64-22 2:1 MAX CUT MIN 2" CRUSHED SURFACING BASE COURSE C A A B B C A B C CONCRETE CURB AND GUTTER TYPE A-1 SEE STANDARD DRAWING 307 CEMENT CONCRETE SIDEWALK SEE STANDARD DRAWING 312 2% MAX 2% MAX AMENDED SOIL: 60% BACKFILL PER SAND DRAINS (WSDOT STD 9-03.13). 40% COMPOST. · pH RANGE 5.5 - 7.0 · PASSING #200 SIEVE · 8-12% ORGANIC MATTER · 2 INCH/HR MIN LONG TERM HYDRAULIC CONDUCTIVITY PER ASTM D 2434 AT 85% COMPACTION · COMPOST SHALL BE FROM A DEPARTMENT OF ECOLOGY PERMITTED COMPOSTING FACILITY. D D T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD301.DWG 1/25/2019 12:39 PM 04/26/2017 301 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ARTERIAL TYPICAL ROADWAY SECTION ---PAGE BREAK--- 1' MIN 5' MIN (IF USED) PLANTER STRIP 1' MIN R/W R/W PAVEMENT C/L LOCAL ACCESS B = 60' LOCAL ACCESS A = 60' SHORT PLAT ACCESS STREET = 50' RIGHT-OF-WAY REQUIREMENTS PAVEMENT WIDTH CONCRETE CURB AND GUTTER TYPE A-1 SEE STD DWG 307 LOCAL ACCESS B = 16' LOCAL ACCESS A = 14' SHORT PLAT ACCESS STREET = 12' A CONSTRUCTION NOTES CEMENT CONCRETE SIDEWALK SEE STANDARD DRAWING 312 AMENDED SOIL: 60% BACKFILL PER SAND DRAINS (WSDOT STD 9-03.13). 40% COMPOST. · pH RANGE 5.5 - 7.0 · PASSING #200 SIEVE · 8-12% ORGANIC MATTER · 2 INCH/HR MIN LONG TERM HYDRAULIC CONDUCTIVITY PER ASTM D 2434 AT 85% COMPACTION · COMPOST SHALL BE FROM A DEPARTMENT OF ECOLOGY PERMITTED COMPOSTING FACILITY. NOTES 1. ALL MATERIAL DEPTHS ARE COMPACTED DEPTHS. 2. IN WIDENING AREAS, THE EXISTING PAVEMENT EDGE SHALL BE SAW-CUT TO LEAVE A JOIN POINT. ANY TRAFFIC STRIPING REMOVED OR DAMAGED DURING WIDENING WORK SHALL BE REPLACED IN KIND OR AS DIRECTED BY THE CITY ENGINEER. 3. COMPACTION TESTS ON SUBGRADE AND TOP OF ROCK WILL BE REQUIRED. THE NUMBER OF TESTS SHALL BE AT THE DISCRETION OF THE CITY INSPECTOR. ALL TESTING SHALL BE THROUGH A LICENSED TESTING LABORATORY. THE MINIMUM COMPACTION SHALL BE 95% OF MAXIMUM DENSITY FOR BOTH SUBGRADE AND TOP OF ROCK. 4. ADJUSTMENT OF CATCH BASIN LIDS OR GRATES, MONUMENTS CASES, VALVE BOXES, ETC SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR OR DEVELOPER. 5. ROADWAY SECTION MAY BE PROPOSED WITH SUBMISSION OF SUBSTANTIATING ENGINEERING DATA, CALIFORNIA BEARING RATIO (CBR), ETC. TO SUPPORT THE ADJUSTMENT. THE PROPOSAL MUST BE APPROVED BY THE CITY ENGINEER. FOR DESIGN PURPOSES, THE MINIMUM THICKNESS OF HMA CL 1/2", PG 64-22 SHALL BE 3" COMPACTED DEPTH. COMPACTION SHALL BE AN AVERAGE OF 91% OF RICE DENSITY. B A B C E D B C E MIN 2" CRUSHED SURFACING BASE COURSE 4" COMPACTED DEPTH HMA CL 1/2", PG 64-22, 2 LIFTS REQUIRED 4" CRUSHED SURFACING BASE COURSE 4" GRAVEL BORROW 2" MIN CRUSHED SURFACING BASE COURSE 3" HMA CL 1/2", PG 64-22 3" ATB 4" CRUSHED SURFACING BASE COURSE 2:1 MAX CUT 2:1 MAX FILL ALTERNATE ROADWAY SECTION STANDARD ROADWAY SECTION D D 2% MAX 2% MAX T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD302.DWG 09/21/2018 302 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL ROADWAY SECTION NON-ARTERIAL STREETS ---PAGE BREAK--- R/W R/W 2:1 MAX CUT 2:1 MAX FILL EASEMENT ACCESS WIDTH = 30' TO 40' PAVEMENT WIDTH SHALL BE 20' AND BE SYMMETRICAL ABOUT A POINT 10' FROM FACE OF CURB. 3" COMPACTED DEPTH HMA CL 1/2" PG 64-22. 4" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE. 2" MIN DEPTH UNDER CURB AND CUTTER. 5" MIN COMPACTED DEPTH GRAVEL BORROW. AMENDED SOIL: 60% BACKFILL PER SAND DRAINS (WSDOT STD 9-03.13). 40% COMPOST. · pH RANGE 5.5 - 7.0 · PASSING #200 SIEVE · 8-12% ORGANIC MATTER · 2 INCH/HR MIN LONG TERM HYDRAULIC CONDUCTIVITY PER ASTM D 2434 AT 85% COMPACTION · COMPOST SHALL BE FROM A DEPARTMENT OF ECOLOGY PERMITTED COMPOSTING FACILITY. ALTERNATE SECTION STANDARD SECTION SANITARY SEWER MAIN TYPICAL WATER MAIN TYPICAL F E D C F NOTES 1. FOR ANY EASEMENT ACCESS OR EASEMENT WITH PUBLIC UTILITIES, THE CITY ENGINEER SHALL DETERMINE THE REQUIRED EASEMENT WIDTH BASED ON CITY STANDARDS. 2. ACCESS OFF AN EASEMENT DRIVE IS LIMITED TO ONE TWENTY FOOT DRIVEWAY AND CURB CUT PER LOT. THE DRIVEWAY SHALL NOT EXCEED TWENTY FEET IN WIDTH FOR A DISTANCE OF TWENTY FEET FROM THE EASEMENT ACCESS DRIVE CURB. 3. EVERETT MUNICIPAL CODE 18.28.120 ALL DEVELOPMENT STANDARDS FOR EASEMENT ACCESS DRIVES MUST BE MET. 4. 5' MIN SEPARATION BETWEEN CITY OPERATED UTILITIES AND OTHER PRIVATE AND PUBLIC OPERATED UTILITIES (PUD, CABLE TV, PHONE, GAS ETC). 5. NON CITY OPERATED PUBLIC UTILITIES MAY CROSS CITY EXCLUSIVE EASEMENT ONLY BETWEEN 45° AND 90° WITH RIGID STEEL CONDUIT OR PVC CONDUIT ENCASED IN RED CONCRETE WITH CITY ENGINEER APPROVAL. 6. CONDUIT DUCTING SHALL HAVE A MINIMUM COVER OF 3' AND NOT OBSTRUCT CROSSING BY OTHER UTILITIES FOR A VERTICAL DISTANCE GREATER THAN 3' IN EITHER EASEMENT. 7. ONLY CITY OPERATED UTILITIES SHALL BE ALLOWED WITHIN CITY EXCLUSIVE EASEMENT. NO OTHER EASEMENTS MAY BE GRANTED WITHIN THE LIMITS OF THIS EASEMENT. A B ℄ A B C D E F 2% 2% T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD303.DWG 04/26/2017 303 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL ROADWAY SECTION SHORT SUBDIVISION EASEMENT ---PAGE BREAK--- 1. FOR ANY EASEMENT ACCESS OR EASEMENT WITH PUBLIC UTILITIES, THE CITY ENGINEER SHALL DETERMINE THE REQUIRED EASEMENT WIDTH BASED ON CITY STANDARDS. 2. ACCESS OFF AN EASEMENT DRIVE IS LIMITED TO ONE TWENTY-FOOT DRIVEWAY AND CURB CUT PER LOT. 3. EMC 18.28.120 ALL DEVELOPMENT STANDARDS FOR EASEMENT ACCESS DRIVES MUST BE MET. 4. 5' MIN SEPARATION BETWEEN CITY OPERATED UTILITIES AND OTHER PRIVATE AND PUBLIC OPERATED UTILITIES (PUD, CABLE TV, PHONE, GAS ETC). 5. NON CITY OPERATED PUBLIC UTILITIES MAY CROSS CITY EXCLUSIVE EASEMENT ONLY BETWEEN 45° AND 90° WITH RIGID STEEL CONDUIT OR PVC CONDUIT ENCASED IN RED CONCRETE AT THE PUBLIC WORKS INSPECTORS OPTION. 6. CONDUIT DUCTING SHALL HAVE A MINIMUM COVER OF 3' AND NOT OBSTRUCT CROSSING BY OTHER UTILITIES FOR A VERTICAL DISTANCE GREATER THAN 3' IN EITHER EASEMENT. 7. ONLY CITY OPERATED UTILITIES SHALL BE ALLOWED WITHIN CITY EXCLUSIVE EASEMENT. NO OTHER EASEMENTS MAY BE GRANTED WITHIN THE LIMITS OF THIS EASEMENT. 24' MIN NOTES 5' MIN BERM 3" HMA CL 1/2", PG 64-22. 4" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE. COMPACTED SUBGRADE. IF UNSUITABLE, OVEREXCAVATE AND BACKFILL WITH GRAVEL BORROW. ACCESS ESMT BOUNDARY 2:1 MAX 10' MIN ACCESS ESMT BOUNDARY 5' MIN SWALE 2:1 MAX 14' VARIES VARIES A B C STORM DRAIN MAIN AND/ OR DETENTION SANITARY SEWER MAIN TYPICAL WATER MAIN TYPICAL A B C 2% 2% T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD304.DWG 04/26/2017 304 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL ROADWAY SECTION 2 LOT SHORT SUBDIVISION EASEMENT ---PAGE BREAK--- R/W NOTES 24' (SEE NOTE 1) R/W 1. ALL NEW ALLEYS SHALL HAVE A MINIMUM WIDTH OF 24'. EXISTING ALLEY RIGHTS-OF-WAY MAY VARY FROM 12' TO 24'. 2. DRAINAGE TO BE COLLECTED AT LOW END OF IMPROVED SECTION WITH CATCH BASIN CONNECTED TO STORM DRAINAGE SYSTEM. 3. COMPACTION TESTS ON SUBGRADE AND TOP OF ROCK WILL BE REQUIRED. THE NUMBER OF TESTS SHALL BE AT THE DISCRETION OF THE CITY ENGINEER. ALL TESTING SHALL BE THROUGH A LICENSED TESTING LABORATORY. THE MINIMUM COMPACTION SHALL BE 95% OF MAXIMUM DENSITY FOR BOTH SUBGRADE AND TOP OF ROCK. 4. ADJUSTMENT OF CATCH BASIN LIDS OR GRATES, MONUMENT CASES, VALVE BOXES, ETC SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR OR DEVELOPER AS REQUIRED. GRAVEL BORROW OR SUITABLE BASE AS APPROVED BY CITY ENGINEER 4" CRUSHED SURFACING BASE COURSE (COMPACTED DEPTH) RESIDENTIAL AREAS: 2-1/2" HMA CL 1/2", PG 64-22 (COMPACTED DEPTH) NON-RESIDENTIAL AREAS: 3" HMA CL 1/2", PG 64-22 (COMPACTED) ℄ 2% 2% T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD305.DWG 1/25/2019 12:40 PM 04/26/2017 305 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL ROADWAY ALLEY SECTION ---PAGE BREAK--- FACE OF CURB D E F G C B A H BACK OF SIDEWALK 25' RADIUS R/W LINE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD306.DWG 1/25/2019 12:40 PM 04/26/2017 306 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL CUL-DE-SAC SAME AS RADIUS - D CURB FACE RADIUS TO BE CLASSIFICATIONS 55' MIN - ARTERIAL SUBDIVISION STREETS STREETS AND SHORT VARIES 30' TO 45' 40' MIN - LOCAL ACCESS 35.5' MIN - LOCAL ACCESS STREETS AND SHORT SUBDIVISION STREETS 51.5' MIN - ARTERIAL CLASSIFICATIONS VARIES 40' TO 80'+ VARIES 35' TO 59'+ SEE STANDARD DRAWINGS 300, 301, 302, 303 & 304 VARIES 24' TO 48'+ OVER 750' 501' - 750' 301' - 500' 151' - 300' 0' - 150' STREET LENGTH PER BELOW: APPROVAL REQUIRED SPECIAL MIN RADIUS 40' 45' 35' 30' A B C D E F G H D SEE STANDARD DRAWINGS 300, 301, 302, 303 & 304 SEE STANDARD DRAWINGS 300, 301, 302, 303 & 304 ---PAGE BREAK--- NOTES TYPICAL SECTION 2 % 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 2. DUMMY JOINTS SHALL BE PLACED ON 15-FOOT CENTERS. DUMMY JOINTS SHALL BE 3/8" x 1-1/2". 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS, INLETS AND AT POINTS OF TANGENCY ON STREETS, ALLEY AND DRIVEWAY RETURNS. MAXIMUM SPACING SHALL BE 30 FEET. PRE-MOLDED JOINT FILLER SHALL BE 3/8" WIDE AND CONFORM TO AASHTO DESIGN M213. 4. ALL JOINTS SHALL BE CLEAN AND EDGED. 5. CONCRETE SHALL BE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS. 6. STEEL FORMS MUST BE USED ON TANGENT SECTIONS. WOOD FORMS MAY BE USED ON CURVED SECTIONS. 7. FINISH SHALL BE LIGHT BROOM FINISH. 8. THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER UNSUITABLE WEATHER. CURING TIME SHALL BE A MINIMUM OF 72 HOURS. 9. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2" OF CRUSHED SURFACING TOP COURSE. 1" RADIUS 1/2" RADIUS D/W CUT 13" 5.5" 6" 6.5" 1/2" 24" SEE NOTE 9 7" 1" 1" RADIUS 1/2"/FT (4 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD307.DWG 1/25/2019 12:40 PM 04/26/2017 307 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE A-1 CEMENT CONCRETE CURB & GUTTER ---PAGE BREAK--- INDUSTRIAL USE ONLY NOTES 1. ROLLED CURB AND GUTTER MAY ONLY BE USED IN HIGHLY INDUSTRIALIZED AREAS AND ONLY WITH WRITTEN APPROVAL OF THE CITY ENGINEER. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS, INLETS, CURB RETURNS, ALLEYS, OR A MAXIMUM SPACING OF 30 FEET. 4. DUMMY JOINTS SHALL BE PLACED EVERY 15 FEET. DUMMY JOINTS SHALL BE 3/8" x 1-1/2". 5. THRU JOINTS SHALL BE 3/8" WIDE PRE-MOLDED JOINT FILLER. 6. ALL JOINTS SHALL BE CLEANED AND EDGED. 7. CONCRETE SHALL BE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS. 8. STEEL FORMS ONLY MAY BE USED ON TANGENT SECTIONS, WOOD FORMS MAY BE USED ON CURVED SECTIONS. 9. FINISH SHALL BE LIGHT BROOM. 10. CURB IS TO BE SPRAYED WITH TRANSPARENT CURING COMPOUND. 11. ALL SIDEWALKS POURED BEHIND ROLL CURB IN INDUSTRIAL APPLICATIONS SHALL BE 6" MIN THICK OVER 2" MIN OF CRUSHED SURFACING TOP COURSE WITH TOP OF ROCK COMPACTED TO 95% OF MAXIMUM DENSITY. 12" 24" 6-1/2" 12" 1/2" RADIUS 4" LOW POINT 2" 13" RADIUS 12" RADIUS ℄ CURB 1/2"/FT (4 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD308.DWG 1/25/2019 12:40 PM 04/26/2017 308 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ROLLED CURB CEMENT CONCRETE CURB & GUTTER ---PAGE BREAK--- TYPE E-4 CURB TYPE E-2 CURB SLOPE VARIABLE TYPE E-3 CURB SLOPE VARIABLE TYPE E-1 CURB PAVEMENT 6" 16" 1" R 6" 1/4" 6" 8" 16" 1" R 1/2" R 6" 11-1/2" 16" 1" R 6" 2-3/4" 2-3/4" 10" 1" R 6" 2-3/4" 2-3/4" 12" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD309.DWG 1/31/2019 11:38 AM 04/26/2017 309 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPES E-1, E-2, E-3 & E-4 CEMENT CONCRETE CURB & GUTTER ---PAGE BREAK--- EXTRUDED ASPHALT CONCRETE CURB SECTION ASPHALT WEDGE CURB SECTION 6" MIN 2.5" 5" 2.5" 10" 1" 6" ASPHALT PAVEMENT AS SPECIFIED 2" X 4" ASPHALT PAVEMENT AS SPECIFIED 1" RADIUS, TYPICAL, 2 PLACES 1 1/2" RADIUS, TYPICAL, 2 PLACES T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD310.DWG 1/31/2019 11:40 AM 04/26/2017 310 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. EXTRUDED ASPHALT CONCRETE CURB ---PAGE BREAK--- JOINT SPACING EXTRUDED CEMENT CONCRETE CURB SECTION NOTES 1. CUT OR SAWED JOINTS SHALL BE PLACED NOT TO EXCEED 15' ON CENTER. THRU JOINTS SHALL BE PLACED ONLY AT POINTS OF TANGENCY ON STREET ALLEY AND DRIVEWAY RETURNS AND WHERE THRU JOINTS OCCUR IN THE PAVEMENT SLAB. 2. CONCRETE SHALL BE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS. 3. CONCRETE CURBS WILL BE ANCHORED TO THE EXISTING PAVEMENT BY USING AN ADHESIVE. THE ADHESIVE SHALL MEET THE REQUIREMENTS OF SECTION 9-26.1 OF THE WSDOT/APWA STANDARD SPECIFICATIONS FOR TYPE II EPOXY BONDING AGENT. SAWCUT JOINT SEE SECTION CEMENT CONCRETE CURB 15' MAX SPACING PAVEMENT ADHESIVE 1-1/2" R 1" RADIUS, TYPICAL, 2 PLACES 6" 1" 5" 2-1/2" 2-1/2" 10" AS SPECIFIED T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD311.DWG 1/31/2019 11:41 AM 04/26/2017 311 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. EXTRUDED CEMENT CONCRETE CURB ---PAGE BREAK--- TYPE A CURB & SW (SEE NOTE 7) 2% MAX 6' MIN PLANTING STRIP 2% MAX 1 1 MONOLITHIC THICKENED EDGE CURB AND SIDEWALK HMA OR CONC PAVEMENT 6" 6" 16" 8" 12" 4" MONOLITHIC CURB & SIDEWALK SECTION 1" R 3/8" HALF DEPTH EXPANSION JOINT 15' INTERVALS BETWEEN 30' FULL DEPTH JOINTS V-GROVE CONTROL JOINT 1/4" DEEP 5' INTERVALS BETWEEN FULL AND HALF DEPTH EXPANSION JOINTS TYP COLD JOINT 3/8" FULL DEPTH EXPANSION JOINT 30' MAX INTERVAL MATCH CURB FULL DEPTH JOINTS 1/2" FULL DEPTH EXPANSION JOINT 30' MAX INTERVAL TYPE A-1 CURB & CUTTER 2" CRUSHED SURFACING BASE COURSE, COMPACTED TO 95% MAX DENSITY CEMENT CONCRETE SIDEWALK TYPE A-1 CURB & CUTTER SEE STANDARD DRAWING 307 COLD JOINT VARIES 2% MAX HMA OR CONC PAVEMENT 4" 1" R TYPE E-1 CURB, PLANTER STRIP & SIDEWALK SECTION PER PLANS 6' MIN 2" CRUSHED SURFACING BASE COURSE, COMPACTED TO 95% MAX DENSITY HMA OR CONC PAVEMENT TYPE E-1 CURB MONOLITHIC CURB & SIDEWALK SECTION NOTES 1. SIDEWALKS SHALL BE A MINIMUM OF 4" THICK, AND SHALL BE COMMERCIAL MIX CONCRETE AS CALLED OUT IN WSDOT STD SPECS, WITH AIR ENTRAINMENT (MIN 4.5 MAX 6.5 2. SIDEWALK FULL DEPTH EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE IN ADJACENT CURB & GUTTER (WITHOUT PLANTER STRIP). MAXIMUM SPACING OF 30 FEET, FINAL SPACING DETERMINATION SHALL BE DECIDED BY THE INSPECTOR IN THE FIELD. 3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN 95% OF MAXIMUM DENSITY. 4. SIDEWALK SHALL BE AT LEAST 6" THICK IN DRIVEWAYS AND BEHIND ROLL-CURB (STANDARD DRAWING 308). 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND COVERED BY WATERPROOF PAPER OR PLASTIC SHEETING IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. CURING TIME SHALL BE FOR A MINIMUM OF 72 HOURS. 6. ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN EDGER HAVING A 3/8" RADIUS AFTER FINAL BROOM FINISH IS COMPLETED. 7. SIDEWALKS ARE 6' MIN WIDE OR AS APPROVED BY THE CITY ENGINEER. 8. CURB REVEAL MUST MATCH EXISTING TOP OF CURB FOR REPLACEMENT PROJECTS. THIS MEANS THAT THE FULL CURB IS PLACED IN AS SHOWN IN THE TYPICAL SECTION BUT THE ASPHALT STREET WILL COVER FACE OF CURB SO LESS THAN 6" MAYBE REVEALED. PLANTING STRIP TYPE E-1 CURB & SW NOTE 7 SEE V-GROVE CONTROL JOINT 1/4" DEEP 5' INTERVALS BETWEEN FULL AND HALF DEPTH EXPANSION JOINTS TYP V-GROOVE CONTROL JOINT 1/4" DEEP 5' INTERVALS BETWEEN FULL AND HALF DEPTH EXPANSION JOINTS TYP 3/8" HALF DEPTH EXPANSION JOINT 15' INTERVALS BETWEEN FULL DEPTH 3/8" FULL DEPTH EXPANSION JOINT 30' MAX INTERVAL MATCH CURB FULL DEPTH JOINTS 3/8" HALF DEPTH EXPANSION JOINT 15' INTERVALS BETWEEN FULL DEPTH V-GROVE CONTROL JOINT 1/4" DEEP 6" FROM FACE OF CURB MONOLITHIC CURB & SIDEWALK 3/8" FULL DEPTH EXPANSION JOINT 30' MAX INTERVAL TYPE E-1 CURB TYP 5' V-GROVE CONTROL JOINT 1/4" DEEP 5' INTERVALS BETWEEN FULL AND HALF DEPTH EXPANSION JOINTS TYP 3/8" HALF DEPTH EXPANSION JOINT 15' INTERVALS BETWEEN 30' FULL DEPTH JOINT TYP 5' TYP 5' TYP 5' VARIES 6" NOTE 7 SEE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD312.DWG 1/3/2019 312 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE CURB & SIDEWALK DETAILS ---PAGE BREAK--- SECTION C-C NOTES SECTION A-A PC SECTION B-B PT 1. GROOVES SHALL BE SPACED TO CORRESPOND TO THE MARKINGS IN EXISTING SIDEWALKS, OR AS DIRECTED BY THE ENGINEER. 2. ALL UTILITY POLES, METER BOXES AND OTHER OBSTRUCTIONS SHALL HAVE FULL DEPTH 3/8" EXPANSION JOINT MATERIAL PLACED AROUND THEM. 3. ALL SIDEWALK EDGES SHALL HAVE 1/2" RADIUS. 4. MINIMUM WIDTH OF SIDEWALK IS 6' (NOT INCLUDING THE WIDTH OF THE CURB). 5. THICKENED EDGES ARE REQUIRED FOR SIDEWALKS AT CORNERS, BUT NOT ON TANGENT SECTIONS. ALL CURB RAMPS SHALL HAVE A THICKENED EDGE TO THE DEPTH OF THE ADJACENT CURB, INCLUDING CURB RAMPS BUILT ON TANGENT SECTIONS OF SIDEWALK. MONOLITHIC CURB AND SIDEWALK CONFORMING TO STD DWG 312 DO NOT REQUIRE ADDITIONAL THICKENED EDGE. 6. FOR CURB RAMP DETAILS SEE STANDARD DRAWINGS 318, 319 AND 320. PC PT 18" TYPE THICKENED EDGE COLD JOINT 4" COLD JOINT B B A A C C 4" 4" 2% MAX 2% MAX 2% MAX T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD313.DWG 1/31/2019 12:20 PM 09/21/2018 313 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE SIDEWALK AT CORNERS ---PAGE BREAK--- 1. CURB EXPOSURE VARIES ACCORDING TO SITE AND DRAINAGE REQUIREMENTS. FACE OF CURB NOTES Δ Δ RADIUS TO ACCOMMODATE DESIGN VEHICLE L D Δ Δ LENGTH OF TRANSIT STOP L D CURVE DATA D L Δ° 4.00 12.00 37 5.00 13.00 41 6.00 14.00 46 7.00 15.00 49 R=10' R=10' R=10' R=10' T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD314.DWG 1/25/2019 12:41 PM 04/26/2017 314 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CURB EXTENSIONS ---PAGE BREAK--- 2" MIN CRUSHED SURFACING BASE COURSE MONOLITHIC CURB & SW 6' MIN. SECTION A-A 5'-6" 5'-6" 2% 1:12 1:12 MAX MAX MAX 6' MIN. NOTES 1. EQUALS WIDTH OF DRIVEWAY AT PROPERTY LINE. 2. 3/8" WIDE FULL DEPTH EXPANSION JOINT. 3. 3/8" WIDE FULL DEPTH EXPANSION JOINT IF NOTE 1 ABOVE IS 15' OR GREATER. 4. WITHIN THE CITY RIGHT-OF-WAY THE DRIVEWAY SHALL BE SURFACED WITH ASPHALT OR CONCRETE. 5. THE DRIVEWAY RAMP INCLUDING WING RAMPS SHALL BE CONCRETE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS, A MIN OF 6" THICK AND PLACED ON A MINIMUM OF 2" CRUSHED SURFACING BASE COURSE COMPACTED TO 95% MAXIMUM DENSITY. 6. MAINTAIN 1/2" LIP AT GUTTER. USING TYPE A-1 CURB USING MONOLITHIC CURB & SW EXIST SIDEWALK EXIST TYPE A CURB EXIST MONOLITHIC CURB AND SW PAVEMENT EXIST PAVEMENT SECTION B-B 4 5 6 2 4 3 2 1 5 1 EXIST PAVEMENT 4 2% 2% A A B B 6 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD315.DWG 1/25/2019 12:41 PM 9/21/2018 315 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE DRIVEWAY RAMP TYPE - 1 # ---PAGE BREAK--- 6' MIN. 4' MIN VARIES MAX VARIES 2% 1:12 1:12 MAX 4 FEET 5 FEET 3 FEET NOTES 1. EQUALS WIDTH OF DRIVEWAY AT PROPERTY LINE. 2. 3/8" WIDE FULL DEPTH EXPANSION JOINT. 3. 3/8" WIDE FULL DEPTH EXPANSION JOINT IF NOTE 1 ABOVE IS 15' OR GREATER. 4. WITHIN THE CITY RIGHT-OF-WAY THE DRIVEWAY SHALL BE SURFACED WITH ASPHALT OR CONCRETE. 5. THE DRIVEWAY RAMP INCLUDING WING RAMPS SHALL BE CONCRETE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS, A MIN OF 6" THICK AND PLACED ON A MINIMUM OF 2" CRUSHED SURFACING BASE COURSE COMPACTED TO 95% MAXIMUM DENSITY. 6. MAINTAIN 1/2" LIP AT GUTTER. MAX 4' MIN SECTION B-B PAVEMENT 2" MIN CRUSHED SURFACING BASE COURSE PAVEMENT USING TYPE A-1 CURB USING MONOLITHIC CURB & SW SECTION A-A 6 5 4 6 4 2 3 2 1 5 1 4 LOWERING BACK OF SIDEWALK LENGTH OF TRANSITION 4 INCHES 5 INCHES 3 INCHES A A 2" MIN CRUSHED SURFACING BASE COURSE 2% 6' MIN. VARIES 2% B B # 6 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD316.DWG 1/25/2019 12:41 PM 09/21/2018 316 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE DRIVEWAY RAMP TYPE - 2 ---PAGE BREAK--- 3' PARKWAY SIDEWALK 3' 2% NOTES 1. EQUALS WIDTH OF DRIVEWAY AT PROPERTY LINE. 2. 3/8" WIDE FULL DEPTH EXPANSION JOINT. 3. 3/8" WIDE FULL DEPTH EXPANSION JOINT IF NOTE 1 ABOVE IS 15' OR GREATER. 4. WITHIN THE CITY RIGHT-OF-WAY THE DRIVEWAY SHALL BE SURFACED WITH ASPHALT OR CONCRETE. 5. THE DRIVEWAY RAMP INCLUDING WING RAMPS SHALL BE CONCRETE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS, A MIN OF 6" THICK AND PLACED ON A MINIMUM OF 2" CRUSHED SURFACING BASE COURSE COMPACTED TO 95% MAXIMUM DENSITY. 6. MAINTAIN 1/2" LIP AT GUTTER. CEMENT CONCRETE SIDEWALK PER STANDARD DRAWING 312 2" MIN CRUSHED SURFACING BASE COURSE 6' MIN PARKWAY (VARIES) 2" MIN CRUSHED SURFACING BASE COURSE SECTION B-B USING TYPE A-1 CURB USING MONOLITHIC CURB & SW SECTION A-A 6 4 6 1 5 5 1 2 3 4 2 6 2 A A 2% 2% 4 6' MIN PARKWAY (VARIES) 2% 2% B B # T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD317.DWG 1/25/2019 12:41 PM 4/26/2017 317 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE DRIVEWAY RAMP TYPE - 3 ---PAGE BREAK--- DETECTABLE WARNING PATTERN PLAN SECTION A-A NOTES RAMP 6' MIN 1:12 SLOPE MAX 4' MIN LANDING 4" 5' MIN 10% MAX 5' MIN 10% MAX 4' MIN 4' MIN LANDING 2' B A A B C D 3/16" A B C D 5/8" 7/16" 7/8" 1-5/8" 1-1/2" 1-7/16" 3/4" 2-3/8" MIN MAX 2' 2' CL RAMP FOR SIDEWALKS LESS THAN 10' WIDE FOR SIDEWALKS 10' AND WIDER 6' MIN 6" 4" 1. DETECTABLE WARNING PATTERN AREA SHALL BE YELLOW IN COMPLIANCE WITH WSDOT/APWA STANDARD SPEC SECTION 8-14.3(3). 2. CURB RAMPS SHALL NOT BE POURED INTEGRAL WITH SIDEWALK AND SHALL BE ISOLATED FROM ADJACENT SIDEWALK BY A 3/8" FULL DEPTH EXPANSION JOINT. 3. GUTTER SECTION AT CURB RAMP SHALL NOT BE POURED INTEGRAL WITH ADJACENT GUTTER SECTIONS AND SHALL BE ISOLATED BY A 3/8" FULL DEPTH EXPANSION JOINT. 4. CURB RAMP AND GUTTER SECTION AT CURB RAMP MAY BE POURED AS AN INTEGRAL SECTION. 5. TYPE A-1 INTEGRAL CURB AND GUTTER PER CITY STANDARD DRAWING 307. 6. FOR RETROFIT INSTALLATION SAWCUT AND REMOVE EXISTING SIDEWALK, CURB AND GUTTER SECTION ALONG NEW EXPANSION JOINT LOCATION. SAWCUT EXISTING PAVEMENT AS REQUIRED FOR FORMING OF NEW CURB AND GUTTER. PATCH PAVEMENT AS REQUIRED. 7. FLUSH WITH GUTTER (NO LIP PERMITTED) 8. MID BLOCK CROSSINGS OF STREETS WITH STOP CONTROL ARE ALLOWED 2% MAX CROSS GRADE AND 5% RUNNING GRADE. CROSSINGS WITHOUT STOP CONTROL ARE LIMITED TO A 5% MAX GRADE IN EITHER DIRECTION. REFER TO GUIDELINES FOR ACCESSIBLE PUBLIC RIGHTS-OF-WAY. 9. A MIN OF 4' OF THE RAMP WIDTH MUST FALL WITHIN THE CROSS WALK SERVED BY THE RAMP. A A 2 1 7 5 2 1 3 4 5 8 9 LANDING 4' X 4' MIN 2% GRADE MAX ANY DIRECTION SMOOTH TROWELED PERIMETER & JOINTS AFTER BROOM FINISH 2% MAX 4 TOP OF PAVEMENT SMOOTH TROWELED PERIMETER & JOINTS AFTER BROOM FINISH BACK OF SIDEWALK SMOOTH TROWELED PERIMETER & JOINTS AFTER BROOM FINISH DOWN DOWN DOWN (1:12 MAX) # CROSSWALK SEE STANDARD DRAWING 721 4' MIN RAMP T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD318.DWG 1/25/2019 12:41 PM 09/21/2018 318 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE A CURB RAMP ---PAGE BREAK--- 4" RAMP 6' MIN 1:12 SLOPE MAX 2' 4' MIN LANDING D C DETECTABLE WARNING PATTERN 3/16" A B PLAN A B NOTES 4' MIN LANDING 6' MIN 10% MAX 6' MIN 10% MAX CL RAMP 2'MIN 2'MIN 10' MIN 4' MIN RAMP 1. DETECTABLE WARNING PATTERN AREA SHALL BE YELLOW IN COMPLIANCE WITH WSDOT/APWA STANDARD SPECIFICATION SECTION 8-14.3(3). 2. CURB RAMPS SHALL NOT BE POURED INTEGRAL WITH SIDEWALK AND SHALL BE ISOLATED FROM ADJACENT SIDEWALK BY A 3/8" FULL DEPTH EXPANSION JOINT. 3. GUTTER SECTION AT CURB RAMP SHALL NOT BE POURED INTEGRAL WITH ADJACENT GUTTER SECTIONS AND SHALL BE ISOLATED BY A 3/8" FULL DEPTH EXPANSION JOINT. 4. CURB RAMP AND GUTTER SECTION AT CURB RAMP MAY BE POURED AS AN INTEGRAL SECTION. 5. TYPE A-1 INTEGRAL CURB AND GUTTER PER CITY STANDARD DRAWING 307. 6. FOR RETROFIT INSTALLATION SAWCUT AND REMOVE EXISTING SIDEWALK, CURB AND GUTTER SECTION ALONG NEW EXPANSION JOINT LOCATION. SAWCUT EXISTING PAVEMENT AS REQUIRED FOR FORMING OF NEW CURB AND GUTTER. PATCH PAVEMENT AS REQUIRED. 7. FLUSH WITH GUTTER (NO LIP PERMITTED) 8. A MIN OF 4' OF THE RAMP WIDTH MUST FALL WITHIN THE CROSS WALK SERVED BY THE RAMP. 9. THICKEN EDGE TO FULL DEPTH OF ADJACENT CURB SECTION. A B C D 5/8" 7/16" 7/8" 1-5/8" 1-1/2" 1-7/16" 3/4" 2-3/8" MIN MAX SECTION A-A 2 4 9 5 7 1 2 5 3 1 3 5 8 SMOOTH TROWELED PERIMETER AFTER BROOM FINISH BACK OF SIDEWALK LANDING 4' X 4' MIN 2% GRADE MAX ANY DIRECTION SMOOTH TROWELED PERIMETER AFTER BROOM FINISH 2% DOWN DOWN DOWN 1:12 SMOOTH TROWELED PERIMETER AFTER BROOM FINISH 4 4 # A A CROSSWALK SEE STANDARD DRAWING 721 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD319.DWG 1/25/2019 12:41 PM 09/21/2018 319 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE B CURB RAMP ---PAGE BREAK--- NOTES 1. DETECTABLE WARNING PATTERN AREA SHALL BE YELLOW IN COMPLIANCE WITH WSDOT/APWA STANDARD SPECIFICATION SECTION 8-14.3(3). 2. CURB RAMPS SHALL NOT BE POURED INTEGRAL WITH SIDEWALK AND SHALL BE ISOLATED FROM ADJACENT SIDEWALK BY A 3/8" FULL DEPTH EXPANSION JOINT. 3. GUTTER SECTION AT CURB RAMP SHALL NOT BE POURED INTEGRAL WITH ADJACENT GUTTER SECTIONS AND SHALL BE ISOLATED BY A 3/8" FULL DEPTH EXPANSION JOINT. 4. CURB RAMP AND GUTTER SECTION AT CURB RAMP MAY BE POURED AS AN INTEGRAL SECTION. 5. TYPE A-1 INTEGRAL CURB AND GUTTER PER CITY STANDARD DRAWING 307. 6. FOR RETROFIT INSTALLATION SAWCUT AND REMOVE EXISTING SIDEWALK, CURB AND GUTTER SECTION ALONG NEW EXPANSION JOINT LOCATION. SAWCUT EXISTING PAVEMENT AS REQUIRED FOR FORMING OF NEW CURB AND GUTTER. PATCH PAVEMENT AS REQUIRED. 7. FLUSH WITH GUTTER (NO LIP PERMITTED) 8. A MIN OF 4' OF THE RAMP WIDTH MUST FALL WITHIN THE CROSS WALK SERVED BY THE RAMP. 9. THICKEN EDGE TO FULL DEPTH OF ADJACENT CURB SECTION. D C DETECTABLE WARNING PATTERN 3/16" A B A B CL RAMP A B C D 5/8" 7/16" 7/8" 1-5/8" 1-1/2" 1-7/16" 3/4" 2-3/8" MIN MAX RAMP 6' MIN RAMP 6' MIN 6' MIN 6' LANDING PLAN SECTION A-A SECTION B-B RAMP 6' MIN 2' 6' MIN LANDING 6" 10" RAMP 6' MIN 6" 6' MIN LANDING 10 4 5 1 7 4" 10 2 2 3 5 4 8 9 5 3 10 1 BACK OF S/W BROOM FINISH ALL SURFACES BEFORE SMOOTH TROWELING EDGES AND JOINTS BROOM FINISH ALL SURFACES BEFORE SMOOTH TROWELING EDGES AND JOINTS CROSSWALK SEE STANDARD DRAWING 721 FACE OF CURB 1:12 MAX 2% MAX 1:12 MAX 2% MAX 2% MAX 2% MAX B B A A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD320.DWG 1/25/2019 12:41 PM 09/21/2018 320 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE C CURB RAMP # ---PAGE BREAK--- PLAN NOTES RAMP RAMP SECTION A-A 6' MIN LANDING 6" SECTION B-B 2' 10" 6' MIN RAMP 6' MIN 18" NOTE: ALL RAMP DIMENSIONS ARE MEASURED ALONG BACK OF SIDE WALK. JOINT LINES ARE RADIAL FROM CENTER. 4" LANDING 1. DETECTABLE WARNING PATTERN AREA SHALL BE YELLOW IN COMPLIANCE WITH WSDOT/APWA STANDARD SPECIFICATION SECTION 8-14.3(3). 2. CURB RAMPS SHALL NOT BE POURED INTEGRAL WITH SIDEWALK AND SHALL BE ISOLATED FROM ADJACENT SIDEWALK BY A 3/8" FULL DEPTH EXPANSION JOINT. 3. GUTTER SECTION AT CURB RAMP SHALL NOT BE POURED INTEGRAL WITH ADJACENT GUTTER SECTIONS AND SHALL BE ISOLATED BY A 3/8" FULL DEPTH EXPANSION JOINT. 4. CURB RAMP AND GUTTER SECTION AT CURB RAMP MAY BE POURED AS AN INTEGRAL SECTION. 5. 6"W X 10"H X 17'/18'L POURED IN PLACE CONCRETE CURB INTEGRAL WITH RAMP. 6. THICKEN EDGE TO FULL DEPTH OF ADJACENT CURB SECTION. 7. TYPE A-1 INTEGRAL CURB AND GUTTER PER CITY STANDARD DRAWING 307. 8. FOR RETROFIT INSTALLATION SAWCUT AND REMOVE EXISTING SIDEWALK TO FIRST EXISTING JOINT EITHER SIDE OF NEW RAMP. SAWCUT AND REMOVE EXISTING CURB AND GUTTER SECTION AS REQUIRED. SAWCUT EXISTING PAVEMENT AS REQUIRED FOR FORMING OF NEW CURB AND GUTTER. PATCH PAVEMENT AS REQUIRED. 9. FLUSH WITH GUTTER (NO LIP PERMITTED). D C DETECTABLE WARNING PATTERN 3/16" A B A B CL RAMP A B C D 5/8" 7/16" 7/8" 1-5/8" 1-1/2" 1-7/16" 3/4" 2-3/8" MIN MAX 8 2 7 5 8 3 1 BROOM FINISH ALL SURFACES BEFORE SMOOTH TROWELING EDGES AND JOINTS BROOM FINISH ALL SURFACES BEFORE SMOOTH TROWELING EDGES AND JOINTS A A 4 7 9 1 7 4 6 2 5 BACK OF SIDEWALK # LANDING HALF WIDTH 2'-6" 1:12 MAX 1:12 MAX 2% MAX 2% MAX 2% MAX 2% MAX B B T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD321.DWG 1/25/2019 12:41 PM 9/21/2018 321 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE D CURB RAMP RAMP 6' MIN ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD322.DWG 1/25/2019 12:42 PM 09/27/2018 322 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL CURB RAMP LOCATIONS ALTERNATE ALTERNATE ALTERNATE 5' 10.5' MIN 4' MIN PC 10.5' MIN 4' MIN 5' PT PT PC PT PC ALTERNATE PC NOTES PC PC 4' MIN 10.5' MIN 1. ALTERNATES & FOR USE AT ARTERIAL/ARTERIAL AND ARTERIAL/LOCAL ACCESS INTERSECTIONS. 2. ALTERNATES & FOR USE AT LOCAL ACCESS/LOCAL ACCESS INTERSECTIONS OR AS APPROVED BY CITY ENGINEER. 3. FOR ALTERNATE AND USE CURB RAMP PER STANDARD DRAWINGS 313 AND 319. 4. FOR ALTERNATE USE CURB RAMP PER STANDARD DRAWINGS 313 AND 321. 5. THE USE OF ALTERNATE & SHALL NOT DIRECT THE WHEEL CHAIR INTO A THROUGH TRAFFIC LANE. USE OF ALTERNATE & MAY BE NECESSARY TO ACCOMPLISH THIS. 6. THE USE OF ALTERNATE & SHALL NOT DIRECT THE WHEEL CHAIR INTO A THROUGH TRAFFIC LANE. USE ALTERNATE OR MAY BE NECESSARY TO ACCOMPLISH THIS. SIDEWALK 6' MIN Δ /4 (TYP) UNLESS PLANS DIRECT OTHERWISE PLANTER STRIP VARIES SIDEWALK 6' MIN 4' MIN CLEAR Δ /2 (TYP) UNLESS PLANS DIRECT OTHERWISE SIDEWALK 6' MIN PT SIDEWALK 6' MIN Δ /2 (TYP) UNLESS PLANS DIRECT OTHERWISE GUTTER SHOWN FOR ILLUSTRATION ONLY Δ /4 (TYP) UNLESS PLANS DIRECT OTHERWISE ---PAGE BREAK--- 3-1/8" R O N M COVER SECTION COVER PLAN 3-1/4" R 3-3/4"R 3-7/8"R 1" 4-5/8"R 3/8" 2-3/8" 5/8" 3" DIA DOMED BRASS CAP PER CITY STANDARD DRAWING 325 12" MIN #8 REBAR PRE CAST CONCRETE MONUMENT CEMENT CONCRETE (COMMERCIAL CLASS) 6" SQUARE 4" SQUARE 18" 3" ASPHALT PAVED AREA INSTALLATION UNPAVED AREA INSTALLATION SAWCUT PAVEMENT 12" R MIN 4-3/4" R 4" R 3/4" 5-1/4" R 1" 1" 1-1/2" 5" COMPACTED BACK FILL UNDISTURBED SOIL 1 8" 9" 3/4" 9-1/2" 10-1/2" VARIES 2" OR 3/4" EXTENSION SECTION T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD323.DWG 1/25/2019 12:42 PM 01/15/2019 323 RYAN SASS TOM HOOD PAUL WILHELM GSL Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SURVEY CONTROL MONUMENT PRECAST NOTES 1. MONUMENTS IN UN-IMPROVED AREAS SHALL BE 3" ABOVE GRADE. 2. MONUMENT CASE AND RISER SECTION SHALL BE CAST IRON PER ASTM-A48, CLASS 30, WITH BITUMINOUS COATING. 3. COVER SHALL BE CAST IRON PER ASTM-A48 CLASS 30. WITH BITUMINOUS COATING. 4. LEGEND ON COVER SHALL BE 1/8" RAISED INTEGRALLY CAST LETTERS 1" HIGH WITH A MIN FACE WIDTH OF 3/16". NOTE ALL NEW MONUMENTS SHALL BE PRECAST OR CAST IN PLACE COMMERCIAL CLASS CONCRETE, WITH REBAR AND 3" DIA BRASS CAP. PRECAST MONUMENT T ORIENTATE BRASS CAP SO LETTERING CAN BE READ FROM SOUTH O U Y E V R A E 0 N R O C R T 2 Y N S L O A T N T I T S I C N N E Y O O S A T I T N N N F E V R T E T N ---PAGE BREAK--- CAST IN PLACE MONUMENT 24" 3" 3" ASPHALT PAVED AREA INSTALLATION UNPAVED AREA INSTALLATION SAWCUT PAVEMENT 12" R MIN 4-3/4" R 4" R 1 3/4" 5-1/4" R 1" 1" 1-1/2" 5" 3" DIA BRASS DISC, AVAILABLE FROM THE CITY ENGINEER TO MARK NUMBER & DATE. (NUMBER ASSIGNED BY CITY) USE 6" LONG BY 6" DIA PVC SLEEVE FOR CONCRETE FORM REMOVE ANY EXCESS CONCRETE BETWEEN PVC SLEEVE & MONUMENT CASE 6" DIA HOLE CEMENT CONCRETE (POURED IN PLACE) UNDISTURBED EARTH 3.5FT MIN LENGTH #4 REBAR DRIVEN TO REFUSAL (USE LONGER LENGTH OF BAR IF SOFT GROUND ENCOUNTERED) 3" CEMENT CONCRETE (COMMERCIAL CLASS) O N M COVER SECTION COVER PLAN NOTES 1. MONUMENTS IN UN-IMPROVED AREAS SHALL BE 3" ABOVE GRADE. 2. MONUMENT CASE AND RISER SECTION SHALL BE CAST IRON PER ASTM-A48, CLASS 30, WITH BITUMINOUS COATING. 3. COVER SHALL BE CAST IRON PER ASTM-A48 CLASS 30. WITH BITUMINOUS COATING. 4. LEGEND ON COVER SHALL BE 1/8" RAISED INTEGRALLY CAST LETTERS 1" HIGH WITH A MIN FACE WIDTH OF 3/16". 3-1/8" R 3-1/4" R 3-3/4"R 3-7/8"R 1" 4-5/8"R 3/8" 2-3/8" 5/8" O U Y E V R A E 0 N R O C R T 2 Y N S L O A T N T I T S I C N N E Y O O S A T I T N N N F E V R T E T N ORIENTATE BRASS CAP SO LETTERING CAN BE READ FROM SOUTH 8" 9" 3/4" 9-1/2" 10-1/2" VARIES 2" OR 3/4" EXTENSION SECTION T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD324.DWG 01/15/2019 324 RYAN SASS TOM HOOD PAUL WILHELM GSL Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SURVEY CONTROL MONUMENT CAST IN PLACE NOTE ALL NEW MONUMENTS SHALL BE PRECAST OR CAST IN PLACE COMMERCIAL CLASS CONCRETE, WITH REBAR AND 3" DIA BRASS CAP. ---PAGE BREAK--- NOTES ELEVATION GROOVE DETAIL 1/32" 3/64" 1/32" FOR 3/16" TEXT FOR 1/4" TEXT 1/32" 3/4" 3/4" O U Y E V R PLAN A E 0 N R O C R T 2 Y N S L O A T N T I T S I C N N E Y O O S A T I T N N N F E V R T E T N 1. DIMENSIONS OF CASTING BASE & CAP PER WSDOT/APWA STANDARD PLAN H-6. 2. GROOVE FOR 1/4" HIGH CAST LETTERING ON CAP SHALL BE 1/32" DEEP BY 3/64" WIDE. 3. GROOVE FOR 3/16" HIGH CAST LETTERING AND LINES ON CAP SHALL BE 1/32" DEEP BY 1/32" WIDE. 4. FIELD STAMPED "STATIONING" AND "YEAR" NUMBERS SHALL BE OF SUFFICIENT DEPTH AND WIDTH SO AS TO BE CLEARLY READABLE AND SHALL BE A MIN OF 3/16" HIGH. 5. THIS BRASS DISC SHALL ONLY BE USED FOR CONTROL MONUMENTATION PER STD DWG 325 AND AS DIRECTED BY THE CITY SURVEYOR. BRASS DISC AND STATION NUMBER SHALL BE SUPPLIED BY CITY SURVEYOR. 1 4 3 4 2 3 3 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD325.DWG 04/26/2017 325 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SURVEY CONTROL MONUMENTS ---PAGE BREAK--- EXISTING ASPHALT CONCRETE OVER CEMENT CONCRETE EXISTING ASPHALT CONCRETE OVER PREPARED GRADE EXISTING CEMENT CONCRETE OVER PREPARED GRADE NOTES 1. ALL TRENCHES IN ROADWAY AREAS SHALL BE BACKFILLED AND PATCHED WITH TEMPORARY ASPHALT AT THE END OF EACH WORK DAY, UNLESS PERMISSION IS GRANTED TO DO OTHERWISE BY THE CITY ENGINEER. 2. ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN 2 WEEKS OF COMPLETION OF WORK WITHIN ROADWAY AREA. 3. CEMENT CONCRETE FOR PATCHING SHALL BE COMMERCIAL MIX AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS. ASPHALT CONCRETE MIN) TO MATCH EXISTING THICKNESS 6" MIN CEMENT CONCRETE TO MATCH EXISTING THICKNESS SEE STANDARD DRAWING 614 6" MIN CRUSHED SURFACING TOP COURSE EXISTING CEMENT CONCRETE FINAL JOINT MUST BE SAWCUT SAWCUT OR LINE DRILL UNDERLYING CONCRETE 6" MIN SEE STANDARD DRAWING 614 6" MIN CRUSHED SURFACING TOP COURSE 6" MIN ASPHALT CONCRETE MIN) REPLACEMENT PATCH TO BE 1" THICKER THAN PREVIOUSLY EXISTED SEE STANDARD DRAWING 614 6" MIN CRUSHED SURFACING TOP COURSE EXISTING CEMENT CONCRETE PAVEMENT CEMENT CONCRETE MIN) REPLACEMENT PATCH TO BE 1" THICKER THAN PREVIOUSLY EXISTED EXISTING ASPHALT CONCRETE FINAL JOINT MUST BE SAWCUT EXISTING ASPHALT CONCRETE FINAL JOINT MUST BE SAWCUT 6" MIN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD326.DWG 1/25/2019 12:42 PM 04/26/2017 326 RYAN SASS TOM HOOD PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PAVEMENT PATCHING DETAILS ---PAGE BREAK--- PLAN SAW CUT JOINT (SEE NOTE 1) SAW CUT JOINT (SEE NOTE 1) CURB SECTION B-B SIDEWALK SECTION A-A NOTES 1. SIDEWALK AND CURBING MUST BE SAW-CUT AT A DUMMY JOINT OR FULL EXPANSION JOINT. 2. FULL DEPTH OF CURB AND GUTTER MUST BE REMOVED AND REPLACED. 3. ALL NEW CURB, GUTTER AND SIDEWALK SHALL BE CLASS 3000 CEMENT CONCRETE. WWF 6x6 W1.5/W1.5 EXISTING CONCRETE SIDEWALK VARIES 1/2" MAX 12" 6" A A 6" 5' MIN CONCRETE CURB 3" PVC PIPE (SCH 40) VARIES 2" MIN 2" MIN 3" PVC PIPE (SCH 40) REINFORCING BAR FLOW LINE OF GUTTER EXISTING CONCRETE CURB 3" PVC PIPE (SCH 40) EXISTING SIDEWALK 5' MIN B B 3/8" x 1 1/4" DUMMY JOINT 6" REINFORCING BAR 2-#3 @ 2" OC 1" MIN COVER PAVEMENT T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD327.DWG 1/25/2019 12:42 PM 09/27/2018 327 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. RESIDENTIAL SIDEWALK DRAIN ---PAGE BREAK--- NOTES (3 OR MORE MAILBOXES) ----STREET---- FACE OF CURB 1. MAILBOX MUST BE TYPE "APPROVED BY THE POSTMASTER GENERAL" WITH A UNIFORM BOX STYLE AND METHOD OF ADDRESS IDENTIFICATION PER EACH STANDARD. 2. LOCATION IS SUBJECT TO APPROVAL BY THE CITY FOR PROTECTION OF VIEWS AND ACCESS AND IS TO BE SHOWN ON STREET IMPROVEMENT PLANS. 3. THE SKETCH DEPICTS A MINIMUM STRUCTURAL AND DIMENSIONAL STANDARD. INNOVATIVE DESIGNS MEETING THE MINIMUM DIMENSIONAL AND STRUCTURAL REQUIREMENTS ARE ACCEPTABLE. 4. ALL WOOD TO BE PRESSURE TREATED FIR OR HEMLOCK. STANDARD CURB ELEVATION FROM STREET PLAN TOP OF CURB MAILBOXES 4 BOXES MINIMUM - 10 MAXIMUM VARIATIONS SUBJECT TO APPROVAL COVER GABLE ENDS WITH 1/2" EXT PLYWOOD TRIANGLE 27" x 16" x 16" 2" x 4" RESAWN SHAKES ON 1/2" EXT PLYWOOD 2" x 6" BOLTED 4" x 4" WOOD POST 5' MIN CLEARANCE TYPICAL SECTION NOTES (1 OR 2 MAILBOXES) TYPICAL CONFIGURATIONS SINGLE DOUBLE 1. FOR 1 OR 2 MAILBOXES PER STRUCTURE USE SINGLE 4" x 4" POST. 2. ALL WOOD TO BE PRESSURE TREATED FIR OR HEMLOCK. 3A. MAILBOX HEIGHT VARIES ACCORDING TO THE TYPE OF DELIVERY VEHICLE. WHERE MAIL DELIVERY IS ACCOMPLISHED BY MAIL TRUCKS ("MOUNTED" ROUTES) THE MAILBOX HEIGHTS SHALL BE 44". WHERE MAIL DELIVERY IS ACCOMPLISHED BY PASSENGER VEHICLE ("RURAL" ROUTES) THE MAILBOX HEIGHT SHALL BE 36" TO 38". 4. MAILBOXES MUST BE POSTMASTER APPROVED WITH A UNIFORM BOX STYLE AND METHOD OF ADDRESS IDENTIFICATION. 5. LOCATIONS OF MAILBOXES ARE SUBJECT TO APPROVAL BY THE CITY ENGINEER FOR PROTECTION OF VIEWS AND ACCESS. 6. THIS DRAWING DEPICTS A MINIMUM STRUCTURAL AND DIMENSIONAL STANDARD. INNOVATIVE DESIGNS MEETING OR EXCEEDING THIS MINIMUM STANDARD MUST BE APPROVED BY THE CITY ENGINEER. 7A. ALL MAILBOX STRUCTURES SHALL BE PLACED BACK OF SIDEWALK WITH NO PORTION OF THE BOX OR STRUCTURE PROTRUDING INTO THE SIDEWALK. IF NO SIDEWALK EXISTS SETBACK WILL BE SET BY THE CITY ENGINEER. 2" x 6" SEE NOTE 3A SEE NOTE 7A 2" x 6" BOLTED 4" x 4" WOOD POST T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD328.DWG 1/31/2019 12:37 PM 04/26/2017 328 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. MAILBOX STRUCTURE INSTALLATION ---PAGE BREAK--- SIDE ELEVATION WITH SIDEWALK FRONT ELEVATION 2% MAX NOTES SETBACK PLAN 1:1 MAX 1.5:1 MAX 1. THIS DRAWING DEPICTS A MINIMUM STRUCTURAL AND DIMENSIONAL STANDARD FOR NEIGHBORHOOD DELIVERY & COLLECTION BOX UNIT (NDCBU) AND PADS FOR SPECIFIC POSTAL REQUIREMENTS CONTACT THE POSTMASTER. 2. MAILBOXES MUST BE POSTMASTER APPROVED WITH A UNIFORM BOX STYLE AND METHOD OF ADDRESS IDENTIFICATION. 3. LOCATIONS OF MAILBOXES ARE SUBJECT TO APPROVAL BY THE CITY ENGINEER FOR PROTECTION OF VIEWS AND ACCESS. 4. INSTALLATION OF DRAINAGE CULVERT MAY BE NECESSARY IN AREAS WHERE THERE IS NO CONCRETE SIDEWALK AND THE REQUIRED SETBACK SPANS A ROADSIDE DITCH. ACCESS TO SUCH STRUCTURES WILL HAVE A MAX. SLOPE OF 2% AND SHALL HAVE A PAD CONSISTING OF A MINIMUM OF 2" OF CRUSHED SURFACING TOP COURSE COMPACTED TO 95% MAXIMUM DENSITY. 5. ALL MAILBOX STRUCTURES SHALL BE PLACED BACK OF SIDEWALK WITH NO PORTION OF BOX OR STRUCTURE PROTRUDING INTO THE SIDEWALK. IF NO SIDEWALK EXISTS SETBACK WILL BE SET BY THE CITY ENGINEER. 6. SUGGESTED SOURCE SECURITY MANUFACTURING CORPORATION (800) 762-6937, 8000 SERIES PEDESTAL BOXES, SALSBURY INDUSTRIES (800) 323-3003 OR POSTAL APPROVED EQUAL. 7. PLACEMENT LOCATION OF PEDESTAL PARCEL LOCKER WILL BE APPROVED BY THE CITY ENGINEER AND THE POSTAL SERVICE. PATRON ACCESS SIDE POSTAL ACCESS SIDE NDCBU BOX EDGE OF TRAVELED WAY CURB & GUTTER SEE STD DWG 312 #4 @ 14" EW NDCBU = 31" MIN PARCEL BOX = 20" MIN SEE NOTE 5 12" MIN SIDEWALK PER STD DWG 312 AS DETERMINED BY CITY ENGINEER CLASS 3000 CONCRETE PAD SIDE ELEVATION WITH OUT SIDEWALK 1:1 MAX 1.5:1 MAX PATRON ACCESS SIDE SEE NOTE 4 POSTAL ACCESS SIDE #4 @ 14" EW SEE NOTE 5 1/2" x 6" x 1-1/2" ANCHOR BOLTS BASE PLATE AND BOLT PATTERN PER NDCBU MANUFACTURER BASE PLATE AND BOLT PATTERN PER NDCBU MANUFACTURER 4' MIN 2' MIN CLEAR 2' MIN CLEAR CONCRETE PAD SEE NOTE 4 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD329.DWG 1/25/2019 12:43 PM 04/26/2017 329 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. NDCBU MAILBOX CLUSTER ---PAGE BREAK--- 1.5:1 MAX 1:1 MAX STORM DRAIN 1. 5' MIN SEPARATION BETWEEN PUBLIC UTILITIES OR FROM PRIVATE UTILITIES. 2. MIN SEPARATION REQUIREMENTS FROM PUBLIC UTILITIES APPLY WITHIN EASEMENTS AND PRIVATE PROPERTY. NOTES SANITARY SEWER WATER MAIN STORM DRAIN SOUTH OR WEST SIDE OF STREET NORTH OR EAST SIDE OF STREET PAVEMENT C/L 10' UTILITY EASEMENT 10' UTILITY EASEMENT NON CITY OPERATED UTILITIES (PUD,CABLE TV, PHONE,GAS, ETC) SEE STANDARD DRAWING 300 SEE STANDARD DRAWING 300 SEE STANDARD DRAWING 300 48" MIN COVER 10' MIN NON CITY OPERATED UTILITIES (PUD,CABLE TV, PHONE,GAS, ETC) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD330.DWG 1/31/2019 12:39 PM 04/26/2017 330 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL UTILITY LOCATIONS ---PAGE BREAK--- 22' MIN 40' 20' MIN 40' 24' MIN 30' MIN 30' MIN 20' MIN 20' MIN 12' MIN 12' MIN 15' R 15' R 15' R 15' R STREET R/W STREET R/W ℄ ℄ ℄ ℄ T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD331.DWG 1/25/2019 12:43 PM 04/26/2017 331 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TEMPORARY TURNAROUNDS ---PAGE BREAK--- DRAINAGE MATERIALS TO CONSIST OF CLEAN 4"-2" ANGULAR SPALLS. DESIGNATES SIZE OF ROCK, I.E. 4 MAN. SEE NOTE 10. 4 INCH DIAMETER, HDPE OR SDR35 PVC, PERFORATED OR SLOTTED, WITH SMOOTH INTERIOR PIPE. SET LOWER THAN THE BASE ROCK TO PREVENT DAMAGE. LAY WITH A POSITIVE SLOPE TO DISCHARGE AWAY FROM ROCKERY. SEED OR SOD ON 12" OF TOPSOIL WITH UNDERLAYER OF FILTER FABRIC. UNDISTURBED NATIVE SOIL CONCRETE ROCKERY CAP. REQUIRED IN R.O.W., OPTIONAL ON PRIVATE PROPERTY. GRADING #57 AGGREGATE PER SECTION 9.03.1(4)C OF WSDOT/APWA STANDARD SPECIFICATION 4 D NOTE 2 ROCK WALL SECTION W NOTE 5 H NOTE 3 NOTES 1 2 4 6 3 3 1 2 H ROCK WALL ELEVATION DRAIN PIPE LEGEND B NOTE 2 1 2 1.5D DESIGN AND POST CONSTRUCTION LIMITATIONS PLACEMENT NOTES H PC TC 1 1 1 2 KEY TT PF 1'-0" 1. APPROVAL FOR THE PLACEMENT OF THE ROCKERY WILL DEPEND ON EXISTING AND PROPOSED UNDERGROUND UTILITY LOCATIONS. THE CITY OF EVERETT PUBLIC WORKS DEPARTMENT WILL REVIEW ROCKERY PLACEMENT. H = HEIGHT OF ROCK WALL. TT = NO TEMPORARY EXCAVATION WITHIN 5FT BEHIND ROCKERY. PF = NO PERMANENT EXCAVATION OR SURCHARGING BEHIND ROCKERY CLOSER THAN A DISTANCE EQUAL TO H. TC= NO TEMPORARY EXCAVATION BELOW LIMITS DEFINED BY A LINE 1' OUT FROM BASE OF ROCKERY WITH A SLOPE OF 1H:-1V TO A DISTANCE EQUAL TO 2/3H FROM ROCKERY BASE. PC= MAX FINISHED GRADE OR PERMANENT EXCAVATION DEFINED BY A FROM BASE OF ROCKERY WITH A SLOPE OF 2H:- 1V FOR A MIN DISTANCE EQUAL TO H FROM ROCKERY BASE. 1. MAXIMUM INCLINATION OF THE SLOPES ABOVE AND BEHIND ROCK WALL SHALL BE 2:1 (HORIZONTAL:VERTICAL). 2. MINIMUM THICKNESS OF ROCK FILTER LAYER B=12 INCHES. MINIMUM EMBEDMENT D=12 INCHES. 3. MAXIMUM ROCK WALL HEIGHT H=8 FEET. ROCK WALLS GREATER THAN 8 FEET IN HEIGHT SHALL BE DESIGNED BY A CIVIL ENGINEER LICENSED IN THE STATE OF WASHINGTON. 4. ROCK SHALL BE PLACED TO GRADUALLY DECREASE IN SIZE WITH INCREASING WALL HEIGHT. 5. MINIMUM WIDTH OF KEYWAY EXCAVATION W, SHALL BE EQUAL TO THE THICKNESS OF THE BASE ROCK PLUS B (ROCK FILTER). 6. THE LONG DIMENSION OF THE ROCKS SHALL EXTEND BACK TOWARDS THE CUT OR FILL FACE TO PROVIDE MAXIMUM STABILITY. 7. WHENEVER POSSIBLE EACH ROCK SHALL BEAR ON TWO OR MORE ROCKS BELOW IT, WITH GOOD FLAT-TO-FLAT CONTACT. 8. WHERE VOIDS OF GREATER THAN 6 INCHES IN DIMENSIONS EXIST IN THE ROCK FACE AND THERE IS NO ROCK CONTACT WITHIN THE ROCK WALL THICKNESS, THE VOID SHALL BE CHINKED WITH SMALL PIECES OF ROCK. 9. ROCKERIES WHICH ARE MORE THAN 30 INCHES ABOVE GRADE OR FLOOR BELOW SHALL BE PROTECTED BY A PEDESTRIAN GUARD. TYPE TO BE DETERMINED BY THE CITY ENGINEER, SEE STANDARD DRAWINGS 333 & 334. 10. THE DENSITY OF ROCK MATERIAL SHALL BE A MINIMUM OF 155 PCF. THE SIZE CATEGORIES FOR ROCK SHALL BE AS FOLLOWS: SIZE 1 MAN 2 MAN 3 MAN 4 MAN 5 MAN 6 MAN 50-200 200-[PHONE REDACTED] 2000-4000 4000-6000 6000-8000 12-18 18-28 28-36 36-48 48-54 54-60 APPROXIMATE WEIGHT - LBS APPROXIMATE DIAMETER-INCHES NOTE 9 NOTE 1 NOTE 6 NOTE 8 4 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD332.DWG 07/14/2017 332 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ROCKERY DESIGN, CONSTRUCTION REQUIREMENTS, PLACEMENT & POST CONSTRUCTION LIMITS ---PAGE BREAK--- NOTE DETAIL A 4" MAX 42" 8' MAX ℄ TO ℄ DETAIL B ℄ POST 4"MIN CLR IF ALONG SIDEWALK OR FINISHED GRADE IF ON CONCRETE WALL 3" TYP 1/4" 5" TYP ELEVATION SECTION A-A 4" MAX 1" TYP 2" 1/4 TYP @ EACH POST FOR ALL RAIL SECTIONS 1. PROVIDE SLIP JOINTS AT STAIRWAY EXPANSION JOINTS AND AT EVERY 24 FEET ON CENTER MAXIMUM. TYP ELEVATION 4" CLR MAX TYP POST MOUNTING SLIP JOINT & RAIL CONNECTIONS TO POSTS 1" TYP 1. GALVANIZED PEDESTRIAN GUARD SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH THESE SPECIAL PROVISIONS AND THIS DRAWING. 2. STEEL GUARD MATERIALS SHALL BE WELDED OR SEAMLESS STEEL PIPE CONFORMING TO THE REQUIREMENTS OF ASTM A 53, STRUCTURAL STEEL CONFORMING TO ASTM A 36, OR TUBULAR SECTIONS OF HOT ROLLED MILD STEEL, CONFORMING TO ASTM A 501. ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE AWS D1.1. AFTER FABRICATION EACH SECTION OF RAILING SHALL BE HOT-DIPPED GALVANIZED WITH A MINIMUM ZINC COATING OF 2 OUNCES PER SQUARE FOOT. ALL BURRS AND SHARP EDGES SHALL BE REMOVED PRIOR TO GALVANIZING. 3. FIELD WELDS SHALL BE GALVANIZED WITH SUCH MATERIALS AS "GALVALLOY" OR "GALVICON". PAINTING OF WELDS WILL NOT BE PERMITTED. 4. HORIZONTAL RAILS AND VERTICAL SUPPORT POSTS SHALL BE BE 1 1/2 INCH DIAMETER AND BALUSTERS SHALL BE 3/4 INCH DIAMETER STANDARD WEIGHT GALVANIZED STEEL PIPE. RAILS, POSTS AND BALUSTERS SHALL BE MACHINE CUT TO PROVIDE A UNIFORM LENGTH PRIOR TO ASSEMBLY. 5. GUARD SHALL BE ERECTED AND ADJUSTED, IF NECESSARY, TO ASSURE A CONTINUOUS LINE AND GRADE. 1. ALUMINUM PEDESTRIAN GUARD SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH THESE SPECIAL PROVISIONS AND THIS DRAWING. 2. GUARDRAIL SHALL BE NATURAL ALUMINUM COLOR. 3. COMPLETED ALUMINUM GUARD UNITS SHALL BE ANODIZED AFTER FABRICATION CONFORMING TO THE REQUIREMENTS OF THE ALUMINUM ASSOCIATION STANDARD FOR ANODIZED ARCHITECTURAL ALUMINUM, CLASS I ANODIC COATING, AA-C22-A41. 4. WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATIONS FOR ALUMINUM STRUCTURES" OF THE ALUMINUM ASSOCIATION. ALL EXPOSED WELDS SHALL BE GROUND FLUSH WITH ADJACENT SURFACES. 5. THE BASE METAL FOR ALUMINUM GUARD SHALL BE ASA ALLOY DESIGNATION 6063-T6. PIPE AND TUBING SHALL BE EXTRUDED CONFORMING TO THE REQUIREMENTS OF ASTM B 429, PLATES AND SHEETS SHALL BE ROLLED CONFORMING TO ASTM B 209, AND RODS, BARS OR SHAPES SHALL BE EXTRUDED CONFORMING TO ASTM B 221. 6. HORIZONTAL RAILS AND VERTICAL SUPPORT POSTS SHALL BE 1 1/2 INCH DIAMETER STANDARD ALUMINUM PIPE AND BALUSTERS SHALL BE 3/4 INCH DIAMETER STANDARD ALUMINUM PIPE. RAILS, POSTS, AND BALUSTERS SHALL BE MACHINE CUT TO PROVIDE A UNIFORM LENGTH PRIOR TO ASSEMBLY. 7. GUARD SHALL BE ERECTED AND ADJUSTED, IF NECESSARY, TO ASSURE A CONTINUOUS LINE AND GRADE. GALVANIZED STEEL PEDESTRIAN GUARD NOTES ALUMINUM PEDESTRIAN GUARD NOTES TOP OF SIDEWALK, ROCKERY CAP OR FINISHED GRADE TOP OF CONCRETE WALL 3/4" DIA STANDARD PIPE 45 DEG CORNERS MITERED SEE DETAIL A SEE DETAIL B 1-1/2" DIA STANDARD PIPE A A SLOPE GROUT TO DRAIN TOP OF SIDEWALK OR FINISHED GRADE 16 GAUGE GALVANIZED STEEL SLEEVE MIN DIA X 8" MIN DEPTH) TACK WELD OPPOSITE OF TRAFFIC TYP TOP OF CONCRETE WALL NON-SHRINK GROUT (BETWEEN SLEEVE AND POST) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD333.DWG 07/14/2017 333 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PEDESTRIAN GUARD DESIGN, & CONSTRUCTION (ALUMINUM & GALVANIZED STEEL) ---PAGE BREAK--- 1. ORNAMENTAL PEDESTRIAN GUARD SHALL BE CONSTRUCTED OF STEEL CONFORMING TO ASTM A-53. 2. WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE "STRUCTURAL WELDING CODE" AWS D 1.1. 3. PROVIDE SLIP JOINTS AT STAIRWAY EXPANSION JOINTS AND AT EVERY 24 FEET ON CENTER MAXIMUM. 4. MAXIMUM SPACING OF POSTS SHALL BE 8 FEET ON STRAIGHT ALIGNMENT AND 6 FEET ON CURVED ALIGNMENT LESS THAN 30 FEET RADIUS. 5. AFTER FABRICATION, ALL BURRS AND SHARP EDGES SHALL BE REMOVED. 6. APPLY RUST PROOF METAL PRIMER AND ONE COAT OF BLACK ORNAMENTAL IRON METAL PAINT. FRONT ELEVATION NOTES DETAIL C 6" MIN TO END OF WALL 8' MAX 42" 1" 3" 5" 1/4" SECTION B SECTION A ℄ POST IF ALONG SIDEWALK OR FINISHED GRADE 4" MAX 4" MAX TYP IF ON CONCRETE WALL TYP TYP 1/4" 3" 5" 1" 2" 4" MAX CLR TYP 2" 4" MAX CLR TYP TYP B B A A TOP OF CONCRETE WALL NON-SHRINK GROUT (BETWEEN SLEEVE AND SLEEVE) 16 GA GALV STEEL SLEEVE MIN DIA x 8" MIN DEPTH) SLOPE GROUT TO DRAIN TOP OF SIDEWALK OR FINISHED GRADE 4"MIN CLEAR FLAT CARBON BAR 1/4" x 1-1/4" ASTM A-36 CHANNEL 1-1/2" x 1/2" x 1/8" FLAT CARBON BAR 1/4" x 1-1/4" ASTM A-36 POST CHANNEL 1-1/2" x 1/2" x 1/8" TOP SLIP JOINT DETAIL A BOTTOM SLIP JOINT DETAIL B 1-1/4" x 0.120 SQ STEEL TUBING 1-1/2" x 0.120 SQ STEEL TUBING 1-1/4" x 0.120 SQ STEEL TUBING 1-1/2" x 0.120 SQ STEEL TUBING POST END CORNERS MITERED 45 VERTICAL BARS 1/2" x 1/2" STEEL BAR 4" OC MAX TWO SIDES EACH END CONCRETE WALL BOTTOM RAIL CHANNEL STEEL 1-1/2" x 1/2" x 1/8" SEE DETAIL C TOP SLIP JOINT 2" FROM OUTER EDGE OF POST SEE DETAIL A BOTTOM SLIP JOINT 2" FROM OUTER EDGE OF POST SEE DETAIL B POST & TOP RAIL TUBULAR STEEL 1-1/2" x 1-1/2" x 1/8" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD334.DWG 1/25/2019 12:44 PM 07/14/2017 334 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ORNAMENTAL PEDESTRIAN GUARD ---PAGE BREAK--- NOTES 1:1 MAX 4' 11' MIN 11' MIN 4' 22' MIN ASPHALT SURFACE 1. DRIVE GRADE AT RIGHT-OF-WAY LINE SHALL CONFORM TO SECTION 3 EVERETT STANDARDS UNLESS OTHERWISE APPROVED BY CITY ENGINEER. 2. A 12-INCH MINIMUM CORRUGATED POLYETHYLENE SMOOTH INTERIOR PIPE IS REQUIRED UNDER ALL DRIVEWAYS. 3. SUB-BASE AND TOP COURSE MATERIALS SHALL BE COMPACTED TO 95% AASHTO MAXIMUM DRY DENSITY. 4. ALL MANHOLES, CATCH BASINS, HAND HOLES AND OTHER STRUCTURES IN THE ASPHALT SURFACE SHALL BE INSTALLED IN ACCORDANCE WITH CURRENT CITY STANDARD SPECIFICATIONS. ℄ EDGE OF SHOULDER SEE NOTE 1 SEE NOTE 2 3" MIN HMA, 1/2", PG 64-22 4" MIN CRUSHED SURFACING BASE COURSE 5" MIN GRAVEL BORROW SUB-BASE COURSE SUITABLE NATIVE OR FILL MATERIAL 0.02:1 (OR 0.02:1 (OR T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD335.DWG 1/25/2019 12:44 PM 07/14/2017 335 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL ROADWAY SECTION SPECIAL INTERIM STREET ---PAGE BREAK--- 1. CONCRETE STEPS SHALL BE 4'-0" MIN WIDTH CURB TO CURB WITH 6" CURBS ON EACH SIDE. 2. CEMENT CONCRETE SHALL BE CLASS 3000. TREADS SHALL HAVE A TRANSVERSE MEDIUM BROOM FINISH. 3. THE NUMBER OF STEPS SHALL SUIT SITE CONDITIONS, WITH UNIFORM TREAD AND RISER DIMENSIONS. 4. RISERS SHALL BE 5" MIN 7" MAX. TREADS SHALL BE 11" MIN, 16" MAX. THE RISER AND TREAD SHALL BE SUCH THAT 2R+T SHALL EQUAL NOT LESS THAN 25 OR MORE THAN 26. (EXAMPLE: 6.5" RISER WITH 12" TREAD, 2(6.5)+12=25). 5. HANDRAILS ARE REQUIRED ON BOTH SIDES WITHIN THE PUBLIC RIGHT OF WAY PER CURRENTLY ADOPTED BUILDING CODE. 6. SEE THE CURRENTLY ADOPTED BUILDING CODE SECTION ON STAIRWAYS FOR ADDITIONAL REQUIREMENTS. CITY SIDEWALK & CURB PLAN SECTION 1/2" 12" NOTES 12" 2" MIN 4"R 12" PROPERTY LINE 5" MIN 2"MIN CLR VARIABLE (PL-BOW) VARIABLE (BASE OF STEP TO PL) VARIABLE 4' MIN PRIVATE WALK PRIVATE WALK 6" WIDE CURB ON BOTH SIDES OF STEPS #4 BARS 12" CC #4 BARS 16" CC 4 x #4 BARS SLOPE TO DRAIN PRIVATE WALK CURB T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD336.DWG 1/31/2019 12:44 PM 07/14/2017 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE STEPS 336 ---PAGE BREAK--- 1. CEMENT CONCRETE STEPS AND CURBS SHALL BE CONSTRUCTED WITH COMMERCIAL MIX CONCRETE CLASS 3000. 2. HEIGHT OF HANDRAIL SHALL BE 34" MINIMUM, 38" MAXIMUM TOP OF NOSING TO TOP OF HANDRAIL. 3. USE PEDESTRIAN GUARD OR ORNAMENTAL PEDESTRIAN GUARD AS DIRECTED BY THE CITY ENGINEER, IF SITE CONDITIONS WARRANT. SEE STANDARD DRAWINGS 333 AND 334. 4. CONCRETE STAIRWAYS SHALL HAVE HANDRAIL ON BOTH SIDES. 5. SEE CURRENTLY ADOPTED BUILDING CODE SECTION ON STAIRWAYS FOR ADDITIONAL REQUIREMENTS. SECTION A-A NOTES 6" 6" 12" 12" 12" POST DETAIL 6" ELEVATION BAR SPACING) 5' MIN 3" 3" 6" 8" 4" MIN 2" CLR SLOPE TO DRAIN NON-SHRINK GROUT 16 GA GALV 3" DIA STEEL SLEEVE WIDTH OF CONCRETE STAIRS OR LANDING TO BE FINISHED TO THIS LINE #4 BARS 2'-0" OC MATCH SIDEWALK GRADE 1/2" EXPANSION JOINT MATERIAL #4 BARS #4 BARS TYP #4 BARS 16" OC SET POSTS ON ℄ OF TREAD 34" MIN / 38" MAX NOSING TO TOP OF RAILING COMPACTED SUBGRADE MATCH SIDEWALK GRADE 1/2" EXPANSION JOINT MATERIAL 8' MAXIMUM AS SHOWN ON STANDARD DRAWING 336 (MIN 11"-MAX 16") 3" CLR A A A A SEE POST DETAIL 12" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD337.DWG 1/25/2019 12:44 PM 07/14/2017 337 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CEMENT CONCRETE STAIRWAY CONSTRUCTION DETAILS ---PAGE BREAK--- 1. APPROVED EVERETT SMALL OR MEDIUM TREE SPECIES. 2. PLASTIC TREE STRAPS (1/2" WIDE). UPPER TIES 3" MIN MAX) FROM TOP OF STAKE. IF UPPER TIE IS MORE THAN 4' ABOVE FINISHED GROUND, LOCATE LOWER TIES MIDPOINT UPPER TIE AND FINISHED GRADE. TOP STRAP SHALL BE A MIN OF 1/3 OF THE TREE HEIGHT. 3. TWO STAKES MIN 2" x 2" x 8' CEDAR/DOUGLAS FIR OR 2" x 8' ROUND POLES. POUND 1' MIN INTO UNDISTURBED OR CONSTRUCTED SOIL. TRIPLE STAKE DECIDUOUS TREES LARGER THAN 2" CALIPER. 4. PLACE ROOT BALL ON 6" MIN COMPACTED TOPSOIL MIX. 5. REMOVE TOP 1/3 OF BURLAP AND WIRE BASKET, REMOVE ALL TIES. 6. 2" MIN BARK MULCH OVER ALL PLANTED AREAS. 7. MINIMUM ROOT SPREAD TO BE IN ACCORDANCE WITH "AMERICAN STANDARDS FOR NURSERY STOCK". PRUNE ALL DAMAGED, DISEASED OR WEAK ROOTS. DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS. SOAK ROOTS IN WATER OVERNIGHT BEFORE PLANTING ANY BARE ROOT STOCK. 8. SHRUBS AND TREES SHALL BE HIGHER IN RELATIONSHIP TO THE OLD SOIL MARK ON THE TRUNK AND THE FINISHED GRADE OF THE PLANTING. 9. CREATE SAUCER WITH TOPSOIL R MIN). 10. IF NECESSARY, THIN BRANCHES BY 1/8 RETAINING NORMAL PLANT SHAPE. 11. TOPSOIL SHALL MEET REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 8-02.3 TYPE A, B, OR C. 12. ALL GROUND COVER/SHRUB SPACING SHALL BE EQUIDISTANT UNLESS OTHERWISE SPECIFIED. DISTANCE ON CENTER AS SPECIFIED SPACING BETWEEN ROWS AS SPECIFIED. START FIRST ROW OF PLANTING AT 1/2 FROM PLANTING BORDER. 13. UNDISTURBED NATIVE SOIL OR CONSTRUCTED SOIL. 14. PEELER POLE STAKE WITH NURSERY TAPE WRAP. PLACE AT ANGLE TO WINDWARD DIRECTION. DECIDUOUS TREE GROUND COVER TRIANGULAR SPACING NOTES 6 3" MIN 3" MIN 11 13 10 1 2 11 4 8 6 4' MIN 60° 1/2 3 EVERGREEN TREE 13 1 4 8 6 2 X ROOTBALL DIA 14 11 5 5 8 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD338.DWG 04/26/2017 338 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PLANTING DETAIL - TREES, SHRUBS & GROUND COVER SHRUB 9 11 7 6" MIN 8 6 13 6" MIN ---PAGE BREAK--- TYP LONGITUDINAL SECTION 3' MIN CONSTRUCTED SOIL ISLAND WIDTH LESS 1' EACH SIDE 4' MIN 1' MIN UNDISTURBED SOIL (TYP) 1' MIN COVER (TYP) 1' MIN CLR (TYP) 24" TRAFFIC ISLAND/MEDIAN/ADJACENT TO SIDEWALKS & CURBS 1' MIN IN SIDEWALK TREE GRATE STEEL FRAME #4 REBAR SPACING LATERALLY) ASPHALT PAVEMENT (SEE PLANS) CURB & SIDEWALK (SEE PLANS) EVERETT STANDARD "SMALL" OR "MEDIUM TREE SPECIES (SEE PLANS) FILL VOID BETWEEN PLANTING MIX AND BOTTOM OF GRATE WITH WASHED COURSE SAND LAYER 4' MIN SQ TREE GRATE (IF USED, SEE PLANS) THE TREE PIT WILL BE A MIN OF 4' SQUARE AND 4' DEEP WITH NO UTILITIES CROSSING THROUGH OR UNDER IT 4" PEA GRAVEL DRAINAGE LAYER LINE THE TREE PIT ON ALL VERTICAL SIDES AND BOTTOM WITH ROOT BARRIER FABRIC (MIRAFI 140N OR EQUAL). FABRIC SHALL BE CONTINUOUS ON ALL SIDES, OVERLAP JOINT ENDS A MIN 6" AND SEAL SEAMS PER MFR'S RECOMMENDATIONS. FILL PIT WITH CONSTRUCTED SOIL (SEE STANDARD DRAWING 338). SIDEWALK (SEE PLANS) EXCAVATE CONSTRUCTION SOIL 1' MIN BELOW BOTTOM OF SIDEWALK FOR PLANTING AREA. SEE STANDARD DRAWING 338 FOR TYPICAL PLANTING 4' MIN 3' MIN CONSTRUCTED SOIL 36" MIN CLEAR LINE PLANTING PIT WITH ROOT BARRIER FABRIC (MIRAFI 140N OR EQUAL). FABRIC SHALL BE CONTINUOUS ON ALL SIDES, OVERLAP JOINT ENDS A MIN OF 6 IN AND ALL SEAMS SHALL BE SEALED PER MFR'S RECOMMENDATIONS. TO PREVENT ROOT PENETRATION UNDER PAVEMENT, FABRIC WILL BE A MIN OF 4" ABOVE THE BOTTOM EDGE OF THE CURB . TYPE E-1 CURB (SEE STANDARD DRAWING 309) 18" CONCRETE APRON W/12% SLOPE TO CURB 2" OF BARK MULCH EXCAVATE CONSTRUCTION SOIL AS REQUIRED FOR LANDSCAPING. FOR TYPICAL PLANTINGS SEE STANDARD DRAWING 338 ROOT BARRIER FABRIC UNDISTURBED SOIL UNDER UTILITY CROSSING UTILITY CROSSING TYP T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD339.DWG 06/23/2017 339 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PLANTING IN TRAFFIC ISLANDS OR MEDIANS ---PAGE BREAK--- X = STALL NOT ACCESSIBLE IN CERTAIN LAYOUTS. PL CURB X X LP CURB LEGEND 1. SEE SECTION 3-5 OF DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS FOR FURTHER CONDITIONS AND RESTRICTIONS. 2. AISLE WIDTH MAY BE REQUIRED TO BE WIDER IF MULTIPLE UTILITY LINES ARE LOCATED WITHIN THE AISLE CORRIDOR. 3. CS = COMPACT SPACE, SEE SECTION 3-5 OF THE DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS FOR DETAILS AND RESTRICTIONS. EACH SPACE SHALL BE IDENTIFIED BY PAINTING "COMPACT" ON PAVEMENT. 4. AS = ACCESSIBLE DISABLED SPACE, PER ADA. REQUIRES A 5' ACCESS AISLE, MINIMUM ADJOINING AN 8' PARKING SPACE. 5. VS = VAN ACCESSIBLE DISABLED SPACE PER ADA. REQUIRES AN 8' ACCESS AISLE ADJOINING AN 8' PARKING SPACE. OR A 5' ACCESS AISLE ADJOINING AN 11' PARKING SPACE. ACCESS ISLE TO BE ON PASSENGER SIDE FOR ANY ANGLE PARKING OTHER THAN 90 DEGREE PARKING WHICH ALLOW FOR AISLE BEING ON EITHER SIDE OF PARKING SPACE. NOTES PARALLEL A = PARKING ANGLE B = STALL WIDTH, PERPENDICULAR TO STALL LINES C = STALL WIDTH, PARALLEL TO AISLE D = LENGTH OF STALL LINE E = STALL DEPTH,PERPENDICULAR TO AISLE F = AISLE WIDTH, BETWEEN STALL LINES G = STALL DEPTH, INTERLOCKING H = MODULE, WALL TO INTERLOCK I = MODULE, INTERLOCK TO INTERLOCK J = MODULE, INTERLOCK TO CURB K = BUMPER OVERHANG L = OFFSET M = SETBACK N = CROSS AISLE, ONE WAY N = CROSS AISLE, TWO WAY O = MODULE, WALL TO WALL 26' 8.0' 36' 8' 8.0' C E I J O M L K D B A H F G N 8' T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD340.DWG 04/26/2017 340 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PARKING LOT DETAILS AND DIMENSIONS ---PAGE BREAK--- R Y R Y R TOWARD STREET TOWARD TRAIL BOTTOM VIEW TYPE 1 BOLLARD ELEVATION BOLLARD PLAN TOP VIEW SIDE VIEW DOUBLE LOCK BAR R Y R 18" MIN DIA CONCRETE FOUNDATION LIFTING HANDLE LOCKING TAB STEEL PIPE STEEL COLLAR 3/8" x 1" x 4" STEEL FLAT BAR W/ 5/8" DIA HOLES IN EACH END FOR PADLOCKS 1. 1/4" THICK STEEL CAP WELD TO 3" PIPE (GRIND SMOOTH). 2. FIVE ROWS HIGH INTENSITY PRISMATIC 1" WIDE REFLECTIVE TAPE (RED, YELLOW, RED, YELLOW & RED). 3. 1/2" DIA STEEL ROD HANDLE WELD TO 3" DIA STEEL PIPE. 4. PAINT BOLLARD FLUORESCENT "YELLOW-GREEN" ABOVE LOCKING TAB. 5. THREE ROWS HIGH INTENSITY PRISMATIC 1" WIDE REFLECTIVE TAPE (RED, YELLOW & RED). 6. 1/4" THICK LOCKING TAB WELD TO 3" DIA STEEL PIPE. PROVIDE 1/2" x 1-1/2" SLOT FOR DOUBLE LOCK BAR, ROUND CORNERS 1/2" RADIUS. 7. 5" DIA x 1/4" THICK COLLAR WELD TO 3" STEEL PIPE. 8. 3" NOMINAL PIPE SIZE (3-1/2"OUTER DIA). 9. CUT AND REMOVE 3" x 1/2" SLOT IN 1/4" STEEL CAP FOR LOCK TAB. 10. 3" DIA SCH 40 PIPE WELD TO STEEL CAP. 11. PROVIDE WITH 2" W x FULL DEPTH SLOT IN 3" DIA x 2" STEEL PIPE AND WELD TO UNDERSIDE OF CAP. 3'-2" 2" 9" 9" 11-3/4" 1/4" 8" 6-1/2" 1-3/4" 5-1/4" 0.5" 2-1/2" NOTES 4" 1" 1 2 3 4 5 6 8 7 2" 2" 3" 3" 3" 1/2" R3" R2" 1 9 10 10 11 TOP PIPE SLEEVE FOUNDATION SECTION (POST REMOVED) FOUNDATION SECTION (POST INSTALLED & LOCKED) SLOPE TO DRAIN STEEL SLEEVE SET TOP 3/8" BELOW FINISHED GRADE STEEL LID COVERS SLEEVE WHEN POST IS REMOVED PROVIDE VOID IN CONCRETE FOR CHAIN WHEN BOLLARD IS INSTALLED 18" DIA x 12" DEEP OR 18" SQUARE x 12" DEEP CONCRETE FOOTING CONCRETE PAVEMENT (THICKEN EDGE TO 9"MIN) & BASE MATERIAL TYP UNDISTURBED OR COMPACTED SUBGRADE GRAVEL BACKFILL FOR DRAINS (WSDOT STANDARD SPECIFICATION 9-03.12(4)). TOTAL DEPTH 8" MIN PIPE SLEEVE TO EXTEND 2" INTO GRAVEL HMA PAVEMENT & BASE TYP BOLLARD LOCKING TAB WELDED ON BOLLARD DOUBLE LOCK BAR LID WITH CHAIN IN LOCKING POSITION PADLOCKS 1/4" GALVANIZED MILD STEEL CHAIN 10" LONG WELDED TO LID AND PIPE SLEEVE FRONT SIDE WELD CHAIN TO OUTSIDE OF SLEEVE HOT DIPPED GALVANIZED 14" x 4" DIA SCHD 40 STEEL PIPE (4-1/2" OD) CUT & REMOVE 1" x 2" SLOT IN 4" DIA PIPE TO ACCOMMODATE CHAIN 1'-2" 1" 2" 04/26/2017 341 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAIL BOLLARD TYPE 1 STEEL REMOVABLE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD341.DWG ---PAGE BREAK--- TRAIL WIDTH 5' 10' 5' 1' CLR 1' CLR TYPE 2 FIXED TRAIL BOLLARD TYPE 1 REMOVABLE TRAIL BOLLARD TYPE 2 FIXED TRAIL BOLLARD 4" WIDE YELLOW LINE SHOULDER ROADWAY 1. DIMENSIONS PER PLANS. RECOMMENDED: 10' TO 30' BACK OF SIDEWALK OR ROADWAY EDGE. 5' TO 10' FROM BRIDGE. 2. 5'-2" CLEAR BETWEEN BOLLARDS TYP ± 3. 4" WIDE WHITE EDGE LINE TO BE ADDED IF SIDE BOLLARDS ARE WITHIN TRAIL PAVEMENT OR ARE WITHIN 4" FROM THE EDGE OF PAVEMENT. NOTES PLACEMENT & STRIPING R W R W R 1. ALL PIPE SECTIONS SHALL BE CONSTRUCTED OF SCHEDULE 40 STEEL PIPE. 2. ALL CUTS OR HOLES TO BE SHOP DRILLED OR CUT AND GROUND SMOOTH WITH NO REMAINING SHARP EDGES. 3. ALL STEEL COMPONENTS TO BE HOT DIPPED GALVANIZED AFTER FABRICATION. 4. FLORESCENT YELLOW-GREEN TO MATCH PANTONE COLOR 382C (SHERWIN-WILLIAMS 39121031) R W R TYPE 2 BOLLARD ELEVATION NOTES 1/4" THICK STEEL CAP WELD TO 3" STEEL PIPE (GRIND SMOOTH) FIVE ROWS HIGH INTENSITY PRISMATIC 1" WIDE REFLECTIVE TAPE (RED, WHITE, RED, WHITE & RED) THREE ROWS HIGH INTENSITY PRISMATIC 1" WIDE REFLECTIVE TAPE (RED, WHITE, & RED) TOPSOIL (OR AS SPECIFIED IN PLAN) FINISHED GRADE UNDISTURBED OR COMPACTED SUBGRADE 3" SCH 40 GALV STEEL PIPE (3-1/2" O.D.) PAINTED FLORESCENT YELLOW-GREEN 18" DIA BY 16" DEEP, OR 18" SQUARE BY 16" DEEP CONCRETE FOOTING (SLOPE TO DRAIN) PAVEMENT GRAVEL BACKFILL FOR DRAINS (WSDOT STANDARD SPECIFICATION 9-03.12(4)). TOTAL DEPTH 8" MIN. PIPE SLEEVE TO EXTEND 2" INTO GRAVEL. 4'-0" 2'-6" 1'-6" 2" 1'-0" 12" 8" MIN 2" 16" 4"-6" TYP 04/26/2017 342 RYAN SASS TOM HOOD PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAIL BOLLARD TYPE 2 FIXED & TYPE 1 & 2 PLACEMENT/STRIPING T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD342.DWG ---PAGE BREAK--- SECTION A 1/2" R 1/2" R 1" R 6" 1" R 1" 5 1/2" 6 1/2" 13" VARIES 2' - 10 1/2" 5" RECESS 1/2" SLOPE THE GUTTER PAN DOWN TO THE RECTANGULAR FRAME TOP OF ROADWAY 2' - 10 1/2" 5' - 0" 5" 5" 5' - 0" GUTTER PAN NOTES 1. THE INTENT OF THIS DESIGN IS TO FACILITATE THE COMPACTION OF HOT MIX ASPHALT PAVEMENT ADJACENT TO A DRAINAGE STRUCTURE. 2. THE CENTERLINE OF THE DRAINAGE STRUCTURE MAY DIFFER FROM THE CENTERLINE OF THE FRAME AND GRATE. ISOMETRIC VIEW 3" MATCH ROADWAY SLOPE 13" FACE OF CURB RECTANGULAR FRAME AND GRATE. NOT INCLUDED IN CURB AND GUTTER BID ITEM ADJUSTMENT SECTION. NOT INCLUDED IN CURB AND GUTTER BID ITEM CENTERLINE OF FRAME & GRATE. SEE NOTE 2 DRAINAGE STRUCTURE. NOT INCLUDED IN CURB AND GUTTER BID ITEM CATCH BASIN GUTTER PAN PLAN VIEW 3/8" FULL DEPTH EXPANSION JOINT TYPE A-1 CURB AND GUTTER. SEE STANDARD DRAWING 307. 24" 24" Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD343.DWG PLOTTED: 1/25/2019 12:46 PM 1/3/2019 343 RYAN SASS TOM HOOD PAUL WILHELM B. DEFREESE CEMENT CONCRETE CURB AND GUTTER PAN WSDOT STD PLAN F-10.16-00 ACCEPTABLE SUBSTITUTE A A ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 5 400 STORM AND SURFACE WATER 401 Concrete Inlet 402 Catch Basin Type 1 403 Catch Basin Type 1L 404 Catch Basin Type 1P (For Parking Lot) 405 Catch Basin Type 2 406 Rectangular Frame (Reversible) 407 Typical Frame and Grate Installation 409 Herringbone Grate for Grate or Solid Cover 410 Solid Cover for Catch Basin or Inlet 411 Vaned Grates for Catch Basin or Inlet 412 Open Curb Face Frame & Grate 413 Floatable Material Separator & Gas Trap For 6” or 8” Lines 414 Floatable Material Separator and/or Gas Trap (12” and Larger) 415 Typical Restrictor Installation 416 Lift Gate Assembly and Secondary Orifice Detail 418 Typical Closed Underground Detention System 421 8" Cleanout 422 Bypass Structure Type A 423 Bypass Structure Type B 424 Bypass Structure Type C 426 Rain Garden with Overflow 427 Rain Garden with Underdrain 429 Typical Detention and/or Wetpond 430 Permeable Asphalt or Concrete Pavement Section 431 Permeable Pavement on Slopes 432 Curb Cut Opening for Bioretention 433 Emergency Overflow for Pond 434 Type 2 Debris Cage 435 Pipe End Debris Barrier 436 Trench Dam ---PAGE BREAK--- 4" 25" #3 BAR HOOP PRECAST BASE SECTION FRAME AND VANED GRATE RECTANGULAR ADJUSTMENT SECTION 34" 24" 30" 20" 5" 5" MAXIMUM INSIDE DIAMETER 15" 12" 12" 15" 15" * CORRUGATED POLYETHYLENE STORM SEWER PIPE 26" (SEE NOTE 6) 22" (SEE NOTE 6) #3 BAR EACH CORNER #3 BAR EACH CORNER 18" MIN #3 BAR HOOP (SEE NOTE 1) ALTERNATIVE PRECAST BASE SECTION ONE #3 BAR ACROSS BOTTOM 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED ACCORDING TO THE WSDOT STANDARD SPECIFICATIONS), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 18". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5.5'. 4. THE FRAME AND GRATE MAY BE INSTALLED WITH THE FLANGE DOWN OR INTEGRALLY CAST INTO THE ADJUSTMENT SECTION WITH FLANGE UP. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1:24 OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. PIPE ALLOWANCES PIPE MATERIAL 4" MIN TYP NOTES REINFORCED OR PLAIN CONCRETE ALL METAL PIPE (WSDOT STD. SPEC. 9-05.20) SOLID WALL PVC (WSDOT STD. SPEC. 9-05.12(1)) PROFILE WALL PVC (WSDOT STD. SPEC. 9-05.12(2)) 12" OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT, SPACED EQUALLY T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD401.DWG 03/07/2017 401 RYAN SASS PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. WSDOT STD PLAN B-25.60-00 ACCEPTABLE SUBSTITUTE HEATHER GRIFFIN CONCRETE INLET ---PAGE BREAK--- PRECAST BASE SECTION FRAME AND VANED GRATE RECTANGULAR ADJUSTMENT SECTION 26" (SEE NOTE 6) 22" (SEE NOTE 6) 3" 4" 44" 21" MIN 34" 24" 30" 20" 5" 5" #3 BAR EACH WAY #3 BAR HOOP NOTES ALTERNATIVE PRECAST BASE SECTION (SEE NOTE 1) 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED ACCORDING TO THE WSDOT STANDARD SPECIFICATIONS), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD WSDOT SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5.5'. 4. THE FRAME AND GRATE MAY BE INSTALLED WITH THE FLANGE DOWN, OR INTEGRALLY CAST INTO THE ADJUSTMENT SECTION WITH FLANGE UP. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1:24 OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE BASIN HAS BEEN PLACED. #3 BAR EACH CORNER 18" MIN #3 BAR HOOP ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT, SPACED EQUALLY 12" OR 24" MAXIMUM INSIDE DIAMETER 15" 12" 12" 15" 15" * CORRUGATED POLYETHYLENE STORM SEWER PIPE PIPE ALLOWANCES PIPE MATERIAL REINFORCED OR PLAIN CONCRETE ALL METAL PIPE (WSDOT STD. SPEC. 9-05.20) SOLID WALL PVC (WSDOT STD. SPEC. 9-05.12(1)) PROFILE WALL PVC (WSDOT STD. SPEC. 9-05.12(2)) 4" MIN TYP #3 BAR EACH SIDE #3 BAR EACH CORNER T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD402.DWG 03/07/2017 402 RYAN SASS PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CATCH BASIN TYPE 1 WSDOT STD PLAN B-5.20-01 ACCEPTABLE SUBSTITUTE HEATHER GRIFFIN ---PAGE BREAK--- #3 BAR EACH CORNER 18" MIN #3 BAR HOOP NOTES ALTERNATIVE PRECAST BASE SECTION (SEE NOTE 1) 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED ACCORDING TO THE WSDOT STANDARD SPECIFICATIONS), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 26". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5.5'. 4. THE FRAME AND GRATE MAY BE INSTALLED WITH THE FLANGE DOWN, OR INTEGRALLY CAST INTO THE ADJUSTMENT SECTION WITH FLANGE UP. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1:24 OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE BASIN HAS BEEN PLACED. PRECAST BASE SECTION FRAME AND VANED GRATE RECTANGULAR ADJUSTMENT SECTION 32" (SEE NOTE 6) 28" (SEE NOTE 6) 2" 4" 44" 34" 24" 30" 20" 5" 5" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT, SPACED EQUALLY #3 BAR EACH WAY #3 BAR EACH CORNER 40" REDUCING SECTION 24" 36" 20" 8" 8" TWO #3 BAR HOOPS 6" 12" OR 24" MAXIMUM INSIDE DIAMETER 21" 18" 18" 21" 21" * CORRUGATED POLYETHYLENE STORM SEWER PIPE PIPE ALLOWANCES PIPE MATERIAL REINFORCED OR PLAIN CONCRETE ALL METAL PIPE (WSDOT STD. SPEC. 9-05.20) SOLID WALL PVC (WSDOT STD. SPEC. 9-05.12(1)) PROFILE WALL PVC (WSDOT STD. SPEC. 9-05.12(2)) 4" MIN TYP 16" MIN #3 BAR HOOP #3 BAR EACH SIDE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD403.DWG 03/07/2017 403 RYAN SASS PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CATCH BASIN TYPE 1L WSDOT STD PLAN B-5.40-01 ACCEPTABLE SUBSTITUTE HEATHER GRIFFIN ---PAGE BREAK--- #3 BAR EACH CORNER 18" MIN #3 BAR HOOP 26" (SEE NOTE 6) 22" (SEE NOTE 6) 4" 56" 34" 24" 30" 20" 5" 5" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT, SPACED EQUALLY #3 BAR EACH WAY #3 BAR EACH SIDE #3 BAR EACH CORNER NOTES 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED ACCORDING TO THE WSDOT STANDARD SPECIFICATIONS), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 18". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5.5'. 4. THE FRAME AND GRATE MAY BE INSTALLED WITH THE FLANGE DOWN, OR INTEGRALLY CAST INTO THE ADJUSTMENT SECTION WITH FLANGE UP. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1:24 OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE BASIN HAS BEEN PLACED. ALTERNATIVE PRECAST BASE SECTION PRECAST BASE SECTION (SEE NOTE 1) FRAME AND VANED GRATE RECTANGULAR ADJUSTMENT SECTION 12" OR 24" MAXIMUM INSIDE DIAMETER 15" 12" 12" 15" 15" * CORRUGATED POLYETHYLENE STORM SEWER PIPE PIPE ALLOWANCES PIPE MATERIAL REINFORCED OR PLAIN CONCRETE ALL METAL PIPE (WSDOT STD. SPEC. 9-05.20) SOLID WALL PVC (WSDOT STD. SPEC. 9-05.12(1)) PROFILE WALL PVC (WSDOT STD. SPEC. 9-05.12(2)) 32" MIN 4" MIN TYP #3 BAR HOOP T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD404.DWG 03/07/2017 404 RYAN SASS PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CATCH BASIN TYPE 1P (FOR PARKING LOT) WSDOT STD PLAN B-5.60-01 ACCEPTABLE SUBSTITUTE HEATHER GRIFFIN ---PAGE BREAK--- SEPARATE BASE CAST-IN-PLACE INTEGRAL BASE PRECAST WITH RISER SEPARATE BASE PRECAST 48" 54" 60" 72" 84" PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER CONCRETE 96" 6" 8" 8" 8" 12" 12" 36" 42" 48" 60" 72" 84" 8" 8" 8" 12" 12" 12" 84" 54" 60" 54" 48" 48" 24" 30" 36" 42" 60" 30" 36" 42" 54" 72" 24" 30" 36" 42" 60" 30" 36" 42" 48" 48" 30" 36" 42" 48" 48" 48" 54" 60" 72" 96" CATCH BASIN DIAMETER WALL THICKNESS BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS ALL METAL SOLID WALL PVC PROFILE WALL PVC CATCH BASIN DIAMETER NOTES 1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS. 2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE CLEANING. 3. THE RECTANGULAR FRAME AND GRATE MAY BE INSTALLED WITH THE FLANGE UP OR DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION. 4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-04.3. 5. CONCRETE STRUCTURE SHALL MEET THE REQUIREMENTS OF AASHTO M199. 6. FOR MANHOLE COVER SEE STANDARD DRAWING 610 AND 611. REFER TO DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 FOR ADDITIONAL REQUIREMENTS. 7. STEPS PER STANDARD DRAWING 609. 4" 4.5" 5" 6" 8" 8" CATCH BASIN DIMENSIONS PIPE ALLOWANCES a. CORRUGATED POLYETHYLENE STORM SEWER PIPE, WSDOT STANDARD PLAN 9-05.20. b. WSDOT STANDARD PLAN 9-05.12(1). c. WSDOT STANDARD PLAN 9-05.12(2). 6" 12" 12" TYP 12" 6" 15' 0" MAX. (FOR MAINTENANCE) 16" MAX 2" MIN 28" MAX FLAT SLAB TOP RECTANGULAR ADJUSTMENT SECTION OR CIRCULAR ADJUSTMENT SECTION CATCH BASIN FRAME AND VANED GRATE OR MANHOLE RING AND COVER SEE TABLE MORTAR TYP MORTAR FILLET 24" MIN 1" MIN 2.5" MAX TYP 12" MAX STEPS OR LADDER REINFORCING STEEL TYP GRAVEL BACKFILL FOR PIPE ZONE BEDDING GRAVEL BACKFILL FOR PIPE ZONE BEDDING RING (48" TO 72" ONLY) FLOW FLOW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD405.DWG 03/07/2017 405 RYAN SASS PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CATCH BASIN TYPE 2 WSDOT STD PLAN B-10.20-01 ACCEPTABLE SUBSTITUTE HEATHER GRIFFIN ---PAGE BREAK--- SECTION A-A TOP 25 1/4" 29 1/4" BOLT-DOWN HOLE TYP 5/8" - 11 NC, SEE BOLT DOWN DETAIL AND NOTE 2 24 1/4" NOTES 1. THIS FRAME IS DESIGNED TO ACCOMMODATE 20"X24" GRATES OR COVERS AS SHOWN ON STANDARD DRAWINGS 409 , 410 AND 411. 2. BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES AND COVERS UNLESS SPECIFIED OTHERWISE IN THE CONTRACT. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8" - 11 NC X 2" STAINLESS STEEL RECESSED ALLEN HEAD CAP SCREW BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT DOWN HOLES VARIES BY MANUFACTURER. 3. REFER TO WSDOT STANDARD SPECIFICATION 9-05.15(2) AND DESIGN CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 FOR ADDITIONAL REQUIREMENTS. BOLT-DOWN DETAIL (SEE NOTE 2) DETAIL B GRATE FRAME 1 5/8" 3/4" 4 1/2" 7/8" 1/8" 3/4" A A FLANGE UPWARD FRAME CAST INTO 6" OR 12" PRECAST ADJUSTMENT SECTION. SEE STANDARD DRAWINGS 401, 402, 403 OR 404 FOR ADJUSTMENT SECTION DETAILS STAINLESS STEEL RECESSED ALLEN HEAD CAP SCREW 5/8" - 11 NC x 2 DETAIL B 1 5/8" 1 1/4" 2 1/2" FLANGE UP FLANGE DOWN ANY THICKNESS OF PRECAST ADJUSTMENT SECTION 12/30/2016 406 RYAN SASS PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. RECTANGULAR FRAME (REVERSIBLE) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD406.DWG PLOTTED: 1/23/2019 4:38 PM WSDOT STD PLAN B-30.10-01, ACCEPTABLE SUBSTITUTE EXCEPT ALL STEEL RECESSED ALLEN SCREWS MUST BE STAINLESS STEEL HEATHER GRIFFIN ---PAGE BREAK--- GUTTER FLOW LINE 10" 10" 11" GROUT BETWEEN SHIMS WITH 4000 PSI CEMENT CONCRETE PLASTIC SHIM STRIPS (MEADOW BURKE, DAYTON SUPERIOR OR EQUAL) WOOD WEDGES/SHIMS ARE NOT ALLOWED GRATE SEE STANDARD DRAWINGS 409, 410 & 411 TYPE A-1 CURB & GUTTER SEE STANDARD DRAWING 307 SOLID BRICKS OR RECTANGULAR ADJUSTMENT SECTION FRAME, SEE STANDARD DRAWING 406 MATCH EXISTING SLOPE OF GUTTER OR STREET CROWN CENTERLINE OF GRATE SOLID BRICKS OR RECTANGULAR ADJUSTMENT SECTION, SEE STANDARD DRAWINGS 401, 402, 403 OR 404. NOTES 1. FRAME AND GRATE SHALL BE INSTALLED WITHIN ± 1/4" OF FLUSH WITH FINISHED GRADE. 2. ADJUST FRAME AND GRATE TO MATCH PAVEMENT SLOPE. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD407.DWG 03/07/2017 407 R SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL FRAME AND GRATE INSTALLATION ---PAGE BREAK--- TOP ISOMETRIC 24" 1" OPENING,TYP 20" NOTES 1. BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES AND COVERS. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8" - 11 NC X 2" STAINLESS STEEL RECESSED ALLEN HEAD CAP SCREW BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO WSDOT STANDARD SPECIFICATION 9-05.15(2) AND DESIGN CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 FOR ADDITIONAL REQUIREMENTS. 3. FOR FRAME DETAILS, SEE STANDARD DRAWING 406. 4. THE THICKNESS OF THE GRATE SHALL NOT EXCEED 1 5/8". 5. VANED GRATES SHALL BE SPECIFIED, SEE STANDARD DRAWING 411 . THE CITY OF EVERETT SHALL GRANT THE USE OF A HERRINGBONE GRATE ON A CASE BY CASE BASIS. 6. ALL GRATES MUST BE STENCILED OR STAMPED "DUMP NO WASTE, DRAINS TO WHERE THE BLANK SHALL BE FILLED IN WITH "STREAM", "LAKE", "RIVER", "PUGET SOUND", OR "WETLAND" AS APPLICABLE TO THE LOCATION WHERE THE GRATE IS TO BE INSTALLED. (SEE NOTE 1) SECTION A-A 1/2" 3/4" 1 1/4" 5/8" A A BOLT-DOWN SLOT DETAIL A ℄ DETAIL A ℄ 01/03/2019 409 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. HERRINGBONE GRATE FOR CATCH BASIN OR INLET T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD409.DWG PLOTTED: 1/23/2019 4:38 PM WSDOT STD PLAN B-30.50-01, ACCEPTABLE SUBSTITUTE EXCEPT ALL STEEL RECESSED ALLEN SCREWS MUST BE STAINLESS STEEL ---PAGE BREAK--- SECTION A-A TOP SECTION B-B ISOMETRIC SECTION C-C 1. BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES AND COVERS. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8" - 11 NC X 2" STAINLESS STEEL RECESSED ALLEN HEAD CAP SCREW BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT DOWN HOLES VARIES BY MANUFACTURER. 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE IN LIEU OF THE RIB DESIGN. 3. REFER TO WSDOT STANDARD SPECIFICATION 9-05.15(2) AND DESIGN CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 FOR ADDITIONAL REQUIREMENTS. 4. FOR FRAME DETAILS, SEE STANDARD DRAWING 406. SECTION D-D LIFT HANDLE 5" 3 1/2" 1 1/2" 4" 3" 26" R (SEE NOTE 2) 3/4" DIA HOLE STAINLESS STEEL 1/2" DIA BOLT 1 1/2" 4 3/4" 1 5/8" MAX 2 1/2" DIA HOLE 24" 20" 1 1/2" A A B B C C NOTES ℄ DETAIL A (SEE NOTE 1) 1/2" 3/4" 1 1/4" 5/8" BOLT-DOWN SLOT DETAIL A ℄ ℄ D D 03/07/2017 410 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SOLID COVER FOR CATCH BASIN OR INLET T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD410.DWG PLOTTED: 1/23/2019 4:38 PM WSDOT STD PLAN B-30.20-02, ACCEPTABLE SUBSTITUTE EXCEPT ALL STEEL RECESSED ALLEN SCREWS MUST BE STAINLESS STEEL ---PAGE BREAK--- DIRECTION OF FLOW 1. BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES AND COVERS. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8" - 11 NC X 2" STAINLESS STEEL RECESSED ALLEN HEAD CAP SCREW BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO WSDOT STANDARD SPECIFICATION 9-05.15(2) AND DESIGN CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 FOR ADDITIONAL REQUIREMENTS. 3. FOR FRAME DETAILS, SEE STANDARD DRAWINGS 406 AND 407. 4. ALL GRATES MUST BE STENCILED OR STAMPED "DUMP NO WASTE, DRAINS TO WHERE THE BLANK SHALL BE FILLED IN WITH "STREAM", "LAKE", "RIVER", "PUGET SOUND", OR "WETLAND" AS APPLICABLE TO THE LOCATION WHERE THE GRATE IS TO BE INSTALLED. SECTION B-B A A B B SECTION A-A NOTES 3" 5" 5" 5" 3" 5" 5" 5" 20" 1" 24" 7 OR 8 EQUAL SPACES 1 5/8" MAX C C B B SECTION C-C 24" 4 EQUAL SPACES 1 5/8" MAX 4 EQUAL SPACES ISOMETRIC (SEE NOTE 1) SECTION E-E E E DETAIL A 1/2" 3/4" 1 1/4" 5/8" BOLT-DOWN SLOT DETAIL A ℄ ℄ STANDARD DIRECTIONAL GRATE BI-DIRECTIONAL OPTION ISOMETRIC DETAIL A 01/03/2019 411 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. VANED GRATES FOR CATCH BASIN OR INLET T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD411.DWG PLOTTED: 1/23/2019 4:38 PM WSDOT STD PLAN B-30.30-01 AND B-30.40-01, ACCEPTABLE SUBSTITUTE EXCEPT ALL STEEL RECESSED ALLEN SCREWS MUST BE STAINLESS STEEL ---PAGE BREAK--- DETAIL A 6 1 SECTION A-A TOP VIEW FRAME DETAIL 1. THIS INLET REQUIRES THE PRECAST CATCH BASIN UNIT TO BE ROTATED 90 DEGREES SO THAT THE NARROW SIDE IS PARALLEL TO THE CURB LINE. WHEN CALCULATING OFFSETS FROM CURB TO CENTERLINE OF THE PRECAST CATCH BASIN, PLEASE NOTE THAT THE CENTERLINE OF THE GRATE IS NOT THE CENTERLINE OF THE PRECAST CATCH BASIN. SEE SECTION A. 2. THE DIMENSIONS OF THE FRAME AND HOOD MAY VARY AMONG DIFFERENT MANUFACTURERS. THE FRAME MAY HAVE CAST FEATURES INTENDED TO SUPPORT A DEBRIS GUARD. HOOD UNITS MAY BE MOUNTED INSIDE OR OUTSIDE OF THE FRAME. THE METHODS FOR FASTENING THE SAFETY BAR / DEBRIS GUARD TO THE HOOD MAY VARY. THE HOOD MAY INCLUDE CASTING LUGS. THE TOP OF THE HOOD MAY BE CAST WITH A PATTERN. 3. ATTACH THE HOOD TO THE FRAME WITH TWO 3/4" × 2" STAINLESS STEEL HEX HEAD BOLTS, NUTS, AND OVERSIZE WASHERS. THE WASHERS SHALL HAVE DIAMETERS ADEQUATE TO ENSURE FULL BEARING ACROSS THE SLOTS. 4. BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES AND COVERS, UNLESS SPECIFIED IN THE CONTRACT. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE SLOTS. THE FRAME SHALL ACCEPT THE 5/8" - 11 NC × 2" STAINLESS STEEL ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. THE LOCATION OF BOLT-DOWN HOLES VARIES AMONG DIFFERENT MANUFACTURERS. SEE BOLT-DOWN DETAIL, STANDARD DRAWING 406. 5. ONLY DUCTILE IRON VANED GRATES SHALL BE USED. SEE STANDARD DRAWING 411 FOR GRATE DETAILS. REFER TO WSDOT STANDARD SPECIFICATION 9-05.15(2) AND DESIGN CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 FOR ADDITIONAL REQUIREMENTS. 6. THIS PLAN IS INTENDED TO SHOW THE INSTALLATION DETAILS OF A MANUFACTURED PRODUCT. THIS PLAN IS NOT INTENDED TO SHOW THE SPECIFIC DETAILS NECESSARY TO FABRICATE THE CASTINGS DEPICTED IN THIS DRAWING. NOTES ISOMETRIC VIEW COMBINATION INLET FRAME, HOOD, AND VANED GRATE CURB OR CURB & GUTTER MATCH TOP OF HOOD TO TOP OF CURB (TYP.) HOOD SAFETY BAR / DEBRIS GUARD 20" X 24" VANED GRATE FRAME CATCH BASIN ℄ HOLE OR SLOT FOR ATTACHING HOOD (TYP) FRAME TOP OF GRATE HOOD LEVEL 0 TO 1" CLR 1" MIN 1"R APPROX. 5 1/2" 29" MIN 20 1/4" 1" MIN TYP 24 1/4" 29" MIN 7" 3" 34"(WIDE SIDE) CB TYPE 1 40"(WIDE SIDE) CB TYPE 1L FACE OF CURB 3 2 1/2" MIN 1 A A 2 4 1 1/2" MIN TYP OPENING HEIGHT 4" MIN ℄GRATE APPROXIMATE HALF OPENING HEIGHT TYP TYP 12/30/2016 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. OPEN CURB FACE FRAME AND GRATE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD412.DWG PLOTTED: 1/23/2019 4:39 PM WSDOT STD PLAN B-25.20-01, ACCEPTABLE SUBSTITUTE EXCEPT ALL STEEL RECESSED ALLEN SCREWS MUST BE STAINLESS STEEL 412 ---PAGE BREAK--- 24" MAX 32" 6" OR 12" 6" 44" 1" VENT HOLE WHEN NOT CONNECTED TO COMBINED SEWER 6" OR 8" PVC PLUG ADAPTOR OR PIPE JOINT 18" 6" MIN 6" OR 8" PVC PIPE SAND COLLAR OR COR-N-SEAL TYPICAL 6" OR 8" PVC PIPE AS REQUIRED CATCH BASIN TYPE 1L, SEE STANDARD DRAWING 403 24" 6" OR 8" PVC FACTORY TEE FLOW FLOW 1. INSTALL LOCKING FRAME & GRATE PER STANDARD DRAWING 406. PROVIDE SOLID COVER PER STANDARD DRAWING 410 WHEN STRUCTURE WILL NOT RECEIVE SURFACE RUNOFF. NOTES 03/07/2017 413 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. FLOATABLE MATERIAL SEPARATOR & GAS TRAP FOR 6" OR 8" LINES T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD413.DWG PLOTTED: 1/23/2019 4:39 PM ---PAGE BREAK--- 1. INSTALL CATCH BASIN TOP, FRAME, GRATE AND SECTIONS SO THAT LIFT GATE IS VISIBLE THROUGH OPENING AND STEPS CLEAR INLET AND RESTRICTOR UNIT. 2. INSTALL LOCKING FRAME & GRATE OR COVER PER STANDARD DRAWINGS 406 AND 610. FRAME AND COVER PER STANDARD DRAWING 610 IS REQUIRED IF INSTALLATION IS NOT IN PAVED AREA OR IS NOT TO FUNCTION AS A CATCH BASIN. 3. 1" VENT HOLE WHEN NOT CONNECTED TO COMBINED SEWER SYSTEM. 4. SEPARATOR ASSEMBLY SEE STANDARD DRAWING 415 AS APPLICABLE. 5. STEPS PER STANDARD DRAWING 609. 6. MIN CLEARANCE: 36" FOR OUTLETS OF 24" AND LARGER 18", FOR OUTLETS OF 18" AND SMALLER 7. BAND STRAP WITH GASKET 8. SECURE SEPARATOR TO CATCH BASIN WITH 8 GA ALUMINUM STRAP. BOLT TO CATCH BASIN WALL WITH STAINLESS STEEL ANCHOR BOLTS AND TO SEPARATOR UNIT. 9. FOR LIFT GATE ASSEMBLY AND ALUMINUM ROD LIFT HANDLE ASSEMBLY SEE STANDARD DRAWING 416. NOTES 36" MIN 24" MIN 1 1/4" MAX 36" CLEAR ZONE GROUT (TYP) 1 8 7 3 9 7 8 FLOW FLOW SECTION PLAN FLOW 24" MIN TYP FLOW TYPE 2 CATCH BASIN (SIZE DETERMINED BY CLEARANCE REQIREMENTS, - 54" CATCH BASIN DIA MIN) 5 24" MIN 4 04/25/2017 414 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. FLOATABLE MATERIAL SEPARATOR AND/OR GAS TRAP FOR 12" AND LARGER LINES T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD414.DWG PLOTTED: 1/23/2019 4:39 PM ---PAGE BREAK--- 24" MIN 24" MIN 1. INSTALL CATCH BASIN TOP, FRAME, GRATE AND SECTIONS SO THAT LIFT GATE IS VISIBLE THROUGH OPENING AND STEPS CLEAR INLET AND RESTRICTOR UNIT. 2. INSTALL LOCKING FRAME AND GRATE OR COVER SEE STANDARD DRAWINGS 405 OR 610. FRAME AND COVER PER STANDARD DRAWING 610 IS REQUIRED IF INSTALLATION IS NOT IN PAVED AREA OR IS NOT TO FUNCTION AS A CATCH BASIN. 3. RESTRICTOR ASSEMBLY SEE DETAIL B AND STANDARD DRAWING 416, DETAIL C. 4. FOR STEPS SEE STANDARD DRAWING 609. 5. BAND STRAP WITH GASKET. 6. SECURE RESTRICTOR TO CATCH BASIN WITH 8 GAUGE ALUMINUM STRAPS AND BOLT TO CATCH BASIN WALL WITH STAINLESS STEEL ANCHOR BOLTS. ONE STRAP ABOVE AND BELOW OUTLET REQUIRED, INTERMEDIATE STRAPS REQUIRED FOR RESTRICTOR RISERS GREATER THAN 12' ABOVE OUTLET. 7. FOR ALUMINUM ROD LIFT HANDLE ASSEMBLY SEE STANDARD DRAWING 416. NOTES PLAN ELEVATION 1 1/4" DETAIL TYPICAL RESTRICTOR INSTALLATION 5 6 5 3 4 2 7 6 TYPE 2 CATCH BASIN 54" DIA MIN 24" MIN CLEARANCE FROM ALL APPURTENANCES GROUT 6 1 FLOW FLOW FLOW FLOW 6" MIN CLEAR 24" MIN GROUT 03/13/2017 415 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL RESTRICTOR INSTALLATION T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD415.DWG PLOTTED: 1/23/2019 4:39 PM ---PAGE BREAK--- DETAIL SECONDARY ORIFICE LIFT GATE SHALL BE CONSTRUCTED OF: 1/4" R-6061-T6 ALUMINUM WITH CLOSED CELL NEOPRENE PER ASTM 1056-67 CHEMICAL RESISTANT (OIL & GREASE), OZONE RESISTANT, -20° TO 180° F SERVICE TEMPERATURE ALL PARTS TO BE R-6061-T6 ALUMINUM INVERT 8" OR 12", FOR SIZE SEE DETAIL DETAIL LIFT GATE ASSEMBLY & GATE DETAIL BAND ELBOW TO STUB WITH REMOVABLE WATER TIGHT COUPLING INVERT ELEV PER PLANS STUB WELDED TO STAND PIPE STANDPIPE WALL ELBOW ORIFICE PLATE WELDED TO STUB. ORIFICE MACHINE-CUT ALL 1/4" R-6061-T6 ALUMINUM LIFT GATE & PIPE, SEE DETAIL WELD GATE ASSEMBLY TO PIPE STAINLESS STEEL BOLTS WITH LOCKING NUTS 6" ALUMINUM ROD LIFT HANDLE ASSEMBLY RESTRICTOR UNIT SHALL BE CONSTRUCTED OF CORRUGATED ALUMINUM PIPE ALCLAD 3004-H34, ASSHTO M 197-82(1986) OR EQUAL. GALVANIZED STEEL WILL NOT BE PERMITTED. DETAIL C D° 24" MIN A OVERFLOW INVERT ELEV PER PLANS ORIFICE INVERT ALUMINUM LIFT GATE INVERT ELEV PER PLANS RESTRICTOR PLATE WITH ORIFICE OPTIONAL NOTCH WEIR ORIFICE EL= , LENGTH=_____ ℄ 24"MIN 12" OPENING 24" AND LARGER DESCRIPTION D C B A DIM ANGLE GATE SIZE CLEAN OUT OUTLET 8" OPENING 18" AND SMALLER 42°± 8" ID SIZE DETAIL TYPICAL RESTRICTOR ASSEMBLY 34°± 10" ID DETAIL 6" B 03/08/2017 416 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. LIFT GATE ASSEMBLY & SECONDARY ORIFICE DETAIL T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD416.DWG PLOTTED: 1/23/2019 4:39 PM ---PAGE BREAK--- 1. DETENTION STRUCTURE SHALL BE FABRICATED FROM ONE OF THE FOLLOWING: A. CORRUGATED ALUMINUM PIPE 12 GAGE MIN. B. HIGH DENSITY POLYETHYLENE PIPE. C. CORRUGATED POLYETHYLENE STORM SEWER PIPE. D. STEEL RIB REINFORCED POLYETHYLENE PIPE. 2. ANNUAL INSPECTIONS AND CLEANING REQUIRED BY OWNER TO ENSURE PROPER OPERATION OF DETENTION SYSTEM. 3. W = MAXIMUM WIDTH OF TRENCH FOR PIPE/VAULT PER MANUFACTURER INSTALLATION INSTRUCTIONS. 4. COMPACT IN 8" LIFTS TO 90% MAX DENSITY. 5. INLET AND OUTLET PIPE INVERTS SHALL MATCH BOTTOM OF VAULT ELEVATION. 6. DISTANCE BETWEEN ACCESS POINTS SHALL NOT EXCEED 100'. PROVIDE ACCESS RISERS AS NEEDED BETWEEN THE MANHOLES. 7. TANKS LARGER THAN 48" IN DIAMETER MAY BE CONNECTED TO ADJOINING STRUCTURES WITH A SHORT LENGTH OF 48" DIAMETER PIPE. PIPE SHALL BE OF THE SAME MATERIAL AS THE TANK. CONNECTING PIPE BANDS AND/OR COUPLINGS SHALL BE AS APPROVED BY THE CITY OF EVERETT. 8. THE OUTLET PIPE FROM THE FLOW CONTROL RISER SHALL BE ELEVATED 6" ABOVE THE DETENTION PIPE BOTTOM TO CREATE DEAD STORAGE FOR SEDIMENT. NOTES A A TYPE 2 - 72" CATCH BASIN WITH 2' MIN CATCH PER STANDARD DRAWING 404 DETENTION PIPE/VAULT (DIA & LENGTH PER PLANS) 48" DIA RESTRICTOR INSTALLATION PER STANDARD DRAWING 415 48" DIA NORMAL WATER LEVEL LOCKING COVER SEE STANDARD DRAWING 610 FINISHED GRADE, SEE PLANS & SPECIFICATIONS 2" MIN DIA AIR VENT PIPE REQUIRED WHEN THERE IS NO ACCESS RISER ON VAULT COMPACT IN 8" LIFTS TO 90% MAX DENSITY CRUSHED SURFACING BASE COURSE 12" MIN DETENTION PIPE DIA PER PLANS W ELEVATION 2' MAX LEVEL SECTION A-A 2' MAX FLOW 6" MIN FINSHED GRADE FLOW VAULT OUTLET SEE NOTE 8 03/13/2017 418 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL CLOSED UNDERGROUND DETENTION SYSTEM T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD418.DWG PLOTTED: 1/23/2019 4:39 PM ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD421.DWG PLOTTED: 1/23/2019 4:40 PM 03/13/2017 421 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 8 INCH STORMWATER CLEAN-OUT NOTES 1. 8" PVC THREADED PLUG MAYBE SUBSTITUTED FOR CAST IRON RING AND COVER IN LANDSCAPING AREA. 10" 9" 8 3/4" 15" 8" 7 3/4" 7" 1/2" 5/8" 2" 1/2" 1 1/4" 24" 12" 12" 4 3/4" 8" 1" 1" 1/2" A A 4" PLAN SECTION A-A CAST IRON RING AND COVER 3/4" RAISED SQUARES, 3/4" APART, 1/8" HIGH 1/2" WIDE, 1/8" HIGH RAISED BORDER FIBER JOINT PACKING 45° BEND ---PAGE BREAK--- RUNOFF TREATMENT FACILITY FLOW PLAN RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION CONCRETE VAULT OR TYPE 2 CATCH BASIN (SIZE DETERMINED BY CLEARANCE REQIREMENTS, - 60" CATCH BASIN MIN) NOTES SECTION 4" DIA OR LARGER PIPE REINFORCED CONCRETE WEIR PRECAST INTO STRUCTURE OR ATTACHED AT BOTH SIDES WITH FULL HEIGHT WATER TIGHT CONNECTION. INLET 1. WATER QUALITY OUTFLOW PIPE SIZED TO CONVEY THE WATER QUALITY FLOW RATE AT THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION. 2. THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION SHALL BE A MINIMUM OF 2x THE PIPE DIAMETER ABOVE THE PIPE INVERT. WEIR HEIGHT SHALL BE AT RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION. 3. INLET PIPE MAY BE AT OR BELOW THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION, BUT BACKWATER EFFECTS ON THE UPSTREAM SYSTEM MUST BE ACCOUNTED FOR. 4. WEIR SHALL HAVE #4 BAR AT 12" SPACING EACH WAY. 5. STEPS PER STANDARD DRAWING 609. 6. INSTALL LOCKING FRAME AND GRATE OR COVER PER STANDARD DRAWING 406 AND 407. FRAME AND COVER PER STANDARD DRAWING 610 IS REQUIRED IF INSTALLATION IS NOT IN PAVED AREA OR IS NOT TO FUNCTION AS CATCH BASIN. MANHOLE RING AND COVER WITH LOCKING BOLTS. SEE STANDARD DRAWING 610 INLET FLOW BYPASS FLOW BYPASS FLOW RUNOFF TREATMENT FACILITY FLOW 03/13/2017 422 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BYPASS STRUCTURE TYPE A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD422.DWG PLOTTED: 1/23/2019 4:40 PM ---PAGE BREAK--- NOTES 1. FLOATABLE MATERIAL BAFFLE SEE STANDARD DRAWING 424, WITHOUT VENT HOLE. 2. CAP OR PLATE WITH 1" DIAMETER VENT HOLE 3. RUNOFF TREATMENT DESIGN STORMWATER SURFACE ELEVATION, PER PLANS. 4. FOR LIFT GATE ASSEMBLY AND ALUMINUM ROD LIFT HANDLE ASSEMBLY SEE STANDARD DRAWING 416. 5. WATER QUALITY OUTFLOW PIPE SIZED TO CONVEY THE WATER QUALITY FLOW RATE AT THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION. AN 8" DIAMETER MINIMUM ORIFICE PLATE MAY BE INSTALLED IN THE WATER QUALITY OUTFLOW PIPE TO FURTHER REDUCE DISCHARGE RATES. 6. THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION SHALL BE A MINIMUM OF 2X THE PIPE DIAMETER ABOVE THE PIPE INVERT. 7. INLET PIPE MAY BE AT OR BELOW THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION, BUT BACKWATER EFFECTS ON THE UPSTREAM SYSTEM MUST BE ACCOUNTED FOR. 8. FOR TYPICAL RESTRICTOR ASSEMBLY AND LIFT GATE ASSEMBLY SEE STANDARD DRAWINGS 415 AND 416. 9. STEPS PER STANDARD DRAWING 609. 10. INSTALL LOCKING FRAME AND GRATE OR COVER PER STANDARD DRAWING 406 AND 407. FRAME AND COVER PER STANDARD DRAWING 610 IS REQUIRED IF INSTALLATION IS NOT IN PAVED AREA OR IS NOT TO FUNCTION AS CATCH BASIN. 6" MIN 24" MIN 24" MIN SECTION PLAN EMERGENCY OVER FLOW 6 OPEN BOTTOM OR RESTRICTOR PLATE SEE NOTE 5 RESTRICTOR PLATE WITH ORIFICE SEE NOTE 5 4 3 2 FLOW RESTRICTOR RUNOFF TREATMENT FACILITY FLOW BYPASS FLOW BYPASS FLOW RUNOFF TREATMENT FACILITY FLOW 24" MIN TYP INLET FLOW 6" MIN 03/13/2017 423 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BYPASS STRUCTURE TYPE B T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD423.DWG PLOTTED: 1/23/2019 4:40 PM ---PAGE BREAK--- SECTION 1. CAP OR PLATE WITH 1" DIAMETER VENT HOLE (INSTALL SEE STANDARD DRAWING 415) FOR RESTRICTOR STANDPIPE WITHOUT SECONDARY OVERFLOW ORIFICE. 2. RESTRICTOR STANDPIPE WITHOUT ANY PRIMARY OR SECONDARY ORIFICES AND WITH FLOATABLE MATERIAL BAFFLE. INSTALLATION SEE STANDARD DRAWING 415. 3. RUNOFF TREATMENT DESIGN STORMWATER SURFACE ELEVATION, PER PLANS. 4. FOR LIFT GATE ASSEMBLY AND ALUMINUM ROD LIFT HANDLE ASSEMBLY SEE STANDARD DRAWING 416. 5. WATER QUALITY OUTFLOW PIPE SIZED TO CONVEY THE WATER QUALITY FLOW RATE AT THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION. 6. THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION SHALL BE A MINIMUM OF 2X THE PIPE DIAMETER ABOVE THE PIPE INVERT. 7. INLET PIPE MAY BE AT OR BELOW THE RUNOFF TREATMENT DESIGN WATER SURFACE ELEVATION, BUT BACKWATER EFFECTS ON THE UPSTREAM SYSTEM MUST BE ACCOUNTED FOR. 8. STEPS PER STANDARD DRAWING 609. 9. INSTALL LOCKING FRAME AND GRATE OR COVER PER STANDARD DRAWING 406 AND 407. FRAME AND COVER PER STANDARD DRAWING 610 IS REQUIRED IF INSTALLATION IS NOT IN PAVED AREA OR IS NOT TO FUNCTION AS CATCH BASIN. NOTES CAP WITH 1" VENT HOLE FLOATABLE MATERIAL BAFFLE 24" MIN 24" MIN PLAN 2 3 4 1 6" MIN 24" MIN STIFFENER RIB BAFFLE STANDPIPE FLOATABLE MATERIAL BAFFLE ISOMETRIC RUNOFF TREATMENT FACILITY FLOW BYPASS FLOW INLET FLOW BYPASS FLOW RUNOFF TREATMENT FACILITY FLOW 6" MIN 03/13/2017 424 RYAN SASS HEATHER GRIFFIN PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BYPASS STRUCTURE TYPE C T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD424.DWG PLOTTED: 1/23/2019 4:40 PM ---PAGE BREAK--- NOTES DESIGN: 1. SEE THE RAIN GARDEN HANDBOOK FOR WESTERN WASHINGTON FOR DESIGN AND PLANTING INSTRUCTIONS. NATIVE PLANTS ARE PREFERRED, BECAUSE NON-NATIVE AND INVASIVE SPECIES CAN MOVE AND DAMAGE HABITAT. IF NON-NATIVES ARE CHOSEN, BE SURE THAT THEY WILL NOT DAMAGE HABITAT. 2. RAIN GARDENS MAY BE USED TO MEET STORMWATER MINIMUM REQUIREMENT #5 FOR SITES WHICH ADD OR REPLACE LESS THAN 5000 SF OF NEW OR REPLACED HARD SURFACE. 3. PROVIDE RAIN GARDEN INFORMATIVE SIGNS FOR RAIN GARDEN ASSOCIATED WITH NEW CONSTRUCTION. SIGNS ARE AVAILABLE FROM PERMIT SERVICES. 4. MAINTENANCE AGREEMENTS ARE REQUIRED FOR RAIN GARDEN INSTALLATION USED TO MEET STORMWATER MINIMUM REQUIREMENTS. INFILTRATION RAIN GARDEN CONSTRUCTION: 1. BUILD AND VEGETATE RAIN GARDEN AS EARLY AS POSSIBLE TO ESTABLISH PLANTINGS BEFORE DIRECTING STORMWATER RUNOFF TO IT. 2. INFILTRATION AREAS (THE AREA OF THE RAIN GARDEN AS DEFINED BY THE TOP ELEVATION OF THE FACILITY) SHALL BE FENCED OFF FROM THE FIRST DAY OF EARTH MOVING UNTIL PROJECT COMPLETION TO PREVENT COMPACTION OF THE SUBGRADE, DIRT TRACKING ONTO ANY LAYER OF THE FACILITY AND STOCKPILING OF CONSTRUCTION MATERIALS THAT MAY CLOG THE SURFACE. 3. DURING EXCAVATION OF NATIVE SOILS TO THE BOTTOM OF THE FACILITY, RAINFALL MAY CAUSE FINES TO CLOG THE SURFACE OF THE FACILITY. IF THE NATIVE SOIL HAS BEEN EXPOSED TO RAINFALL, HAND RAKE THE SURFACE TO A DEPTH OF 3" TO RESTORE INFILTRATION CAPACITY. 4. DURING AREA DRAIN INSTALLATION, DISTURB NATIVE SOILS AS LITTLE AS POSSIBLE. 3" DEPTH 3/4" DRAIN ROCK, OPTIONAL EXISTING GRADE COMPACTED NATIVE SUBGRADE 12"-24" AMENDED PLANTING SOIL EXCAVATE AT STABLE SLOPE ANGLE FOR NATIVE SOIL BERM AS NEEDED AREA DRAIN WITH BEEHIVE GRATE. NOT REQUIRED IF SURFACE OVERFLOW ROUTE IS PROVIDED MIN SUMP DEPTH COMPACTED NATIVE MATERIAL WIDTH MIN) PLANTINGS 6"-12" TYPICAL PONDING DEPTH NON-PERFORATED OVERFLOW PIPE DIRECTED TO APPROVED DISPOSAL POINT 1-2" MULCH 18" BEEHIVE RIM 3H:1V SIDE SLOPE TYPICAL RAIN GARDEN RAINGARDEN INFORMATIVE SIGN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD426.DWG PLOTTED: 1/23/2019 4:40 PM 03/13/2017 426 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. RAIN GARDEN WITH OVERFLOW ---PAGE BREAK--- 18" MIN SUMP DEPTH SEPERATION/FILTER ROCK LAYER 18' MIN 3" WIDTH MIN) 6" MIN 6" MIN NOTES DESIGN: 1. SEE THE RAIN GARDEN HANDBOOK FOR WESTERN WASHINGTON FOR DESIGN AND PLANTING INSTRUCTIONS. NATIVE PLANTS ARE PREFERRED, BECAUSE NON-NATIVE AND INVASIVE SPECIES CAN MOVE AND DAMAGE HABITAT. IF NON-NATIVES ARE CHOSEN, BE SURE THAT THEY WILL NOT DAMAGE HABITAT. 2. RAIN GARDENS MAY BE USED TO MEET STORMWATER MINIMUM REQUIREMENT #5 FOR SITES WHICH ADD OR REPLACE LESS THAN 5000 SF OF NEW OR REPLACED HARD SURFACE. 3. PROVIDE RAIN GARDEN INFORMATIVE SIGNS FOR RAIN GARDEN ASSOCIATED WITH NEW CONSTRUCTION. SIGNS ARE AVAILABLE FROM PERMIT SERVICES. 4. MAINTENANCE AGREEMENTS ARE REQUIRED FOR RAIN GARDEN INSTALLATION USED TO MEET STORMWATER MINIMUM REQUIREMENTS. CONSTRUCTION: 1. BUILD AND VEGETATE RAIN GARDEN AS EARLY AS POSSIBLE TO ESTABLISH PLANTINGS BEFORE DIRECTING STORMWATER RUNOFF TO IT. 2. INFILTRATION AREAS (THE AREA OF THE RAIN GARDEN AS DEFINED BY THE TOP ELEVATION OF THE FACILITY) SHALL BE FENCED OFF FROM THE FIRST DAY OF EARTH MOVING UNTIL PROJECT COMPLETION TO PREVENT COMPACTION OF THE SUBGRADE, DIRT TRACKING ONTO ANY LAYER OF THE FACILITY AND STOCKPILING OF CONSTRUCTION MATERIALS THAT MAY CLOG THE SURFACE. 3. DURING EXCAVATION OF NATIVE SOILS TO THE BOTTOM OF THE FACILITY, RAINFALL MAY CAUSE FINES TO CLOG THE SURFACE OF THE FACILITY. IF THE NATIVE SOIL HAS BEEN EXPOSED TO RAINFALL, HAND RAKE THE SURFACE TO A DEPTH OF 3" TO RESTORE INFILTRATION CAPACITY. 4. DURING AREA DRAIN INSTALLATION, DISTURB NATIVE SOILS AS LITTLE AS POSSIBLE. EXCAVATE AT STABLE SLOPE ANGLE FOR NATIVE SOIL 1/2"-3/8" WASHED GRAVEL 1-2" MULCH EXISTING GRADE COMPACTED NATIVE FILL BERM AS NEEDED PLANTINGS CLEAN OUT SET CAP HIGHER THAN MAX WATER LEVEL 6"-12" TYPICAL PONDING DEPTH 3H:1V SIDE SLOPE MAX TYPICAL AMENDED PLANTING SOIL AREA DRAIN WITH BEEHIVE GRATE NON-PERFORATED OVERFLOW PIPE DIRECTED TO APPROVED DISPOSAL POINT 3" DEPTH 3/4" DRAIN ROCK, OPT COMPACTED NATIVE SUBGRADE CLEAN COARSE SAND (WSDOT STD SPEC 9-03.13) UNIFORMLY GRADED STORAGE ROCK (WSDOT STD SPEC 9-03.12(5) OR EQUIVALENT) UNDISTURBED NATIVE SUBGRADE 6" PERFORATED PVC PIPE, S=0.0000 RAIN GARDEN RAINGARDEN INFORMATIVE SIGN RAIN GARDEN 3" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD427.DWG PLOTTED: 1/23/2019 4:41 PM 03/13/2017 427 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. RAIN GARDEN WITH UNDERDRAIN ---PAGE BREAK--- NOTES 1. FOR ALL PONDS WITHOUT AN INTERNAL BERM ONLY A SINGLE ACCESS RAMP IS REQUIRED. EXTEND ACCESS ROAD MATERIAL ALONG THE ENTIRE LENGTH OF THE POND BOTTOM. 2. SEE TEXT FOR ROAD SURFACING MATERIAL REQUIREMENTS. 3. REFER TO THE CITY OF EVERETT STORMWATER MANAGEMENT MANUAL FOR ADDITIONAL DESIGN REQUIREMENTS. PLAN VIEW INLET PIPE & CATCH BASIN BERM OR BAFFLE AT WQ DESIGN WS OR SUBMERGED 1' BELOW WQ DESIGN WS. EXTEND BERM ACROSS ENTIRE WETPOOL. SECOND WETPOOL CELL CONTROL MANHOLE & OUTLET PIPE ACCESS ROAD TO OUTLET STRUCTURE ACCESS ROAD TO INLET STRUCTURE OUTLET EROSION CONTROL ENERGY DISSIPATION PER DETENTION FACILITY REQUIREMENTS EMERGENCY SPILLWAY PER DETENTION FACILITY REQUIREMENTS ACCESS RAMP TO BOTTOM OF FIRST WETPOOL CELL (7H:1V) FIRST WETPOOL CELL BERM TOP WIDTH 5' MIN. (IF EARTHEN) WQ DESIGN WS DETENTION WS OVERFLOW WS EMERGENCY OVERFLOW WS EXTEND ACCESS ROAD SURFACING ACROSS BOTTOM OF POND 12' WIDE PERIMETER ACCESS ROAD WHEN REQUIRED ACCESS RAMP TO BOTTOM OF SECOND CELL (EXCEPT WETLAND CELLS). NOT REQUIRED IF ACCESS IS PROVIDED OVER BERM ACCESS RAMP OVER BERM (OPTIONAL) (7H:1V) MAINTAIN 5' FLAT SECTION AT BERM TOP ELEVATION 15' MIN 15' MIN WETPOOL WIDTH T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD429.DWG PLOTTED: 1/23/2019 4:41 PM 12/19/2016 429 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL DETENTION AND/OR WETPOND ---PAGE BREAK--- NOTES 1. PERMEABLE PAVEMENT WITHIN CITY RIGHT-OF-WAY REQUIRES APPROVAL BY THE CITY ENGINEER WHEN PLACED BENEATH A TRAVELED WAY. THESE GUIDELINES PROVIDE A MINIMUM DEPTH FOR THE HYDROLOGIC PERFORMANCE OF THE PERMEABLE PAVEMENT. THE STRUCTURAL CAPACITY OF PAVEMENT SECTIONS WHEN SUBJECT TO VEHICULAR LOADS DEPENDS ON SEVERAL FACTORS AND MUST BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER. 2. LONGITUDINAL SLOPE, 0 TO 5% MAX. FOR PERMEABLE ASPHALT, 8% MAX. FOR PERMEABLE CONCRETE. 3. USE CHECK DAM OR OTHER METHODS TO MAXIMIZE PONDING IN THE SUBSURFACE FOR LONGITUDINAL SLOPES EXCEEDING SEE STANDARD DRAWING 431. 4. LEVELING COURSE MATERIALS: 1.5" TO U.S. NO. 8 UNIFORMLY GRADED, CRUSHED (ANGULAR), THOROUGHLY WASHED STONE. 5. GEOTEXTILE SHALL BE PROVIDED BETWEEN RUNOFF TREATMENT LAYER OR NATIVE SOIL AND PERMEABLE BALLAST WHEN RECOMMENDED BY GEOTECHNICAL PROFESSIONAL OR PAVEMENT DESIGNER. GEOTEXTILE SHALL BE PROVIDED WHEN FINES IN NATIVE SUBGRADE EXCEED 7% ON THE #200 SIEVE. GEOTEXTILE SHALL BE PLACED BETWEEN PERMEABLE BALLAST AND TREATMENT LAYER IF A TREATMENT LAYER IS USED. GEOTEXTILE SHALL BE GEOTEXTILE FOR SEPARATION PER WSDOT/APWA STANDARD SPECIFICATION 9-33.2, NON WOVEN, TABLE 3. 6. PERMEABLE CONCRETE MUST BE INSTALLED BY A CERTIFIED PERMEABLE CONCRETE INSTALLER. PERMEABLE ASPHALT MUST BE INSTALLED BY AN EXPERIENCED PERMEABLE ASPHALT INSTALLER. 7. RUNOFF TREATMENT LAYER SHALL BE REQUIRED FOR PAVEMENT WHICH IS SUBJECT TO VEHICULAR TRAFFIC OR OTHER POLLUTANTS WHERE NATIVE SOILS DO NOT MEET THE REQUIREMENTS FOR TREATMENT. SEE THE STORMWATER MANAGEMENT MANUAL. 8. SUBGRADE SHALL BE COMPACTED TO A FIRM AND UN- YIELDING CONDITION IN ACCORDANCE WITH THE PROJECT PAVEMENT DESIGN. DO NOT OVER COMPACT SUBGRADE. HEAVY TRUCK AND CONSTRUCTION EQUIPMENT SHALL BE PROHIBITED FROM DRIVING ON THE SUBGRADE THROUGH OUT CONSTRUCTION. PERMEABLE ASPHALT (4"MIN) OR CONCRETE (6"MIN) WEARING COURSE (SEE NOTES 1 AND 6) RESERVOIR COURSE - 6"MIN PERMEABLE BALLAST PER WSDOT/APW A STANDARD SPECIFICATIONS 9-03.9(2) LEVELING COURSE, OPTIONAL (SEE NOTE 4) NON-WOVEN GEOTEXTILE (IF REQUIRED) (SEE NOTE 5) RUNOFF TREATMENT LAYER (IF REQUIRED) (SEE NOTE 7) NATIVE SUBGRADE (SEE NOTE 8) 4"MIN 1"-2" 6"-36" 6"MIN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD430.DWG PLOTTED: 1/23/2019 4:41 PM 01/03/2019 430 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PERMEABLE ASPHALT OR CONCRETE PAVEMENT SECTION ---PAGE BREAK--- NOTES 1. CHECK DAM OR INTERCEPTOR REQUIRED FOR LONGITUDINAL SLOPES > 2. SPACE CHECK DAMS BASED ON SLOPE TO ACHIEVE DESIGN AVERAGE PONDING DEPTH BEFORE OVERTOPPING DAM. 3. CALCULATE STORAGE VOLUME BETWEEN CHECK DAMS BASED ON CHECK DAM HEIGHT AND SLOPE FOR MODELING. 4. CHECK DAMS SHALL EXTEND THE FULL WIDTH OF THE PERMEABLE PAVEMENT INSTALLATION. 5. UNDERDRAIN PIPE SHALL BE PROVIDED AT THE LOWEST END OF ANY PERMEABLE PAVEMENT INSTALLATION WITHIN THE CITY ROW. 6. SEE CITY STANDARDS FOR CONTROLLED DENSITY FILL MIX REQUIREMENTS DCSS SECTION 3-20.1. 7. THE TOP OF THE DOWN SLOPE FILL DAM MUST BE LEVEL WITH OR HIGHER THAN THE BOTTOM OF THE UP SLOPE FILL DAM AT THE NATIVE MATERIAL LINE. CONVENTIONAL PAVEMENT END OF PERMEABLE PAVEMENT 8" PVC UNDERDRAIN PIPE CONNECT TO CATCH BASIN OR DAYLIGHT (SEE NOTE 5) PERMEABLE PAVEMENT PER STANDARD DRAWING 430 1' WIDE CONTROLLED DENSITY FILL DAM. EXTEND DAM INTO NATIVE MATERIAL 1' ON EACH SIDE AS DIRECTED BY THE ENGINEER TYP (SEE NOTE 7) RESERVOIR COURSE 1' GEOTEXTILE ON BOTTOM AND SIDES (IF REQUIRED) SEE NOTE 5 GRAVEL BASE IMPERMEABLE LINER 1" MIN 1" MIN 3' MAX 6" MIN WATER STORAGE WITHIN CELL (SEE NOTES) ALTERNATE CHECK DAM 12" MIN PERMEABLE BALLAST PERMEABLE PAVEMENT GEOTEXTILE (IF REQUIRED) NATIVE SOIL COMPACT TO 95% MAX STANDARD PROCTOR DENSITY COMPACT SUBGRADE PER PAVEMENT DESIGN REQUIREMENTS 1" MIN FROM BOTTOM OF PAVEMENT 6" DAM EMBEDMENT INTO SUBGRADE TREATMENT LAYER (IF REQUIRED) 6" MIN TREATMENT LAYER (IF REQUIRED) 1 1 CITY ENGINEER'S APPROVAL REQUIRED IN RIGHT OF WAY T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD431.DWG PLOTTED: 1/23/2019 4:41 PM 04/25/2017 431 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PERMEABLE PAVEMENT ON SLOPES ---PAGE BREAK--- NOTES 1. MODIFY INLET TO BIORETENTION PLANTER AS NEEDED TO PREVENT EROSION. THE STREAMBED COBBLES ARE OPTIONAL IF NOT REQUIRED FOR STABILIZATION AND ENERGY DISSAPATION. 10" MIN 16" MAX 2% 2% 5% 2% 2% 5% 2% 18" 18" MIN 5% 1" 2% SECTION B-B SECTION A-A 10"MIN 5% 1" 6" 0% ROAD PAVEMENT CONCRETE CURB AND GUTTER PROPOSED BIORETENTION STREAMBED COBBLES PER STANDARD SPECIFICATIONS 9-03.11(2) SEE NOTE MODIFIED CONCRETE CURB AND GUTTER 18" TOP OF CURB GUTTER LINE STREET SLOPE TYPICAL SWALE/RAIN GARDEN BANK (SEE NOTES) SWALE/RAIN GARDEN BOTTOM ROAD PAVEMENT MODIFIED CONCRETE CURB AND GUTTER TYPICAL GUTTER ELEVATION FLOW TO BIORETENTION 6" 6" 45° A A B B T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD432.DWG PLOTTED: 1/23/2019 4:41 PM 03/13/2017 432 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CURB CUT OPENING FOR BIORETENTION ---PAGE BREAK--- 6' MIN NATIVE SOIL OR COMPACTED BACKFILL MIN 1' DEPTH QUARRY SPALLS DEPTH OF FLOW PER CALCULATIONS DESIGN WATER SURFACE 3H : 1V MAX QUARRY SPALLS DISCHARGE TO STABILIZED CONVEYANCE, OUTLET, OR LEVEL SPREADER 1' MIN QUARRY SPALLS 4' MIN 6" MIN FREE BOARD POND CROSS SECTION 3 1 6" FREE BOARD SECTION A-A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD433.DWG PLOTTED: 1/23/2019 4:42 PM 03/17/2017 433 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. EMERGENCY OVER FLOW FOR POND A A ---PAGE BREAK--- PLAN VIEW SECTION A-A 24" 15° TYPICAL SEE NOTE 1 A A 3/4" DIAMETER SMOOTH BARS EQUALLY SPACED O.C. MAX) 4 HOOK CLAMPS EVENLY PLACED. SEE DETAIL BELOW PROVIDE MAINTENANCE ACCESS BY WELDING 4 CROSSBARS TO 4 VERTICAL BARS AS SHOWN. HINGE UPPER ENDS WITH FLANGES/BOLTS AND PROVIDE LOCKING MECHANISM (PADLOCK) ON LOWER END. LOCATE STEPS DIRECTLY BELOW. LOWER STEEL BAND 3/4"x4" WIDE FORMED TO FIT IN GROOVE OF CB RISER. 3/4" DIAMETER SMOOTH ROUND BARS WELDED EQUALLY SPACED. BARS SHALL BE WELDED TO UPPER AND LOWER BANDS. (24 BARS EVENLY SPACED, SEE NOTE 1) STANDARD GALVANIZED STEPS OR LADDER. TYPE 2 CATCH BASIN UPPER STEEL BAND 3/4"x4" WIDE CATCH BASIN RISER SMOOTH VERTICAL BARS HOOK CLAMP ANCHORED TO CATCH BASIN RISER 45° HOOK CLAMP DETAIL SEE NOTE 1 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD434.DWG PLOTTED: 1/23/2019 4:42 PM 12/30/2016 434 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE 2 DEBRIS CAGE NOTES 1. DIMENSIONS ARE FOR ILLUSTRATION ON 54" DIAMETER CATCH BASIN. FOR DIFFERENT DIAMETER CATCH BASINS ADJUST TO MAINTAIN 45 DEGREE ANGLE ON "VERTICAL BARS AND 7" O.C. MAXIMUM SPACING OF BARS AROUND LOWER STEEL BAND. 2. METAL PARTS MUST BE CORROSION RESISTANT; STEEL BARS MUST BE GALVANIZED. 3. THIS DEBRIS BARRIER IS ALSO RECOMMENDED FOR USE ON THE INLET TO ROADWAY CROSS-CULVERTS WITH HIGH POTENTIAL FOR DEBRIS COLLECTION (EXCEPT ON TYPE 2 STREAMS). ---PAGE BREAK--- 3/4" DIA SMOOTH BARS WITH ENDS WELDED TO BAR FRAME MAYBE REMOVED 1' MIN BEVELED PIPE END SECTION PIPE COUPLING 3"-5" FOR 18" DIA 5"-8" FOR 24" DIA 7"-9" FOR 30" DIA AND GREATER 3/4" DIA BAR-FRAME 4" O.C. MAX BAR SPACING 3 1 2"x5" ANCHOR STRIPS WELDED TO 3/4" DIA BAR-FRAME (4 PLACES) SPACED UNIFORMLY, FASTEN WITH 1/2" GALVANIZED OR NON-CORROSIVE BOLTS AND NUTS SIDE VIEW PLAN VIEW END VIEW FLOW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD435.DWG PLOTTED: 1/23/2019 4:42 PM 12/30/2016 435 RYAN SASS HEATHER GRIFFIN PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PIPE END DEBRIS BARRIER NOTES 1. CMP END SECTION SHOWN. MAY USE CPEP SMOOTH INTERIOR. 2. ALL STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT 1 OR BETTER). ---PAGE BREAK--- 2' MIN. NOTES 1. USE TRENCH DAM FOR UTILITIES BENEATH PERMEABLE PAVEMENT, AT THE END OF INFILTRATION TRENCHES OR PERFORATED STUBOUTS, OR OTHER LOCATIONS WHERE THERE IS A CONCERN THAT WATER MAY BE CONVEYED DOWN THE TRENCH WITHIN PIPE BEDDING OR BACKFILL. 2. ALTERNATE TRENCH DAM CONFIGURATIONS OR METHODS WHICH ACHIEVE THE SAME GOAL WILL BE ACCEPTED ON A CASE BY CASE BASIS. PERMEABLE PAVEMENT END OF PERMEABLE PAVEMENT OR PROPERTY LINE UTILITY PIPE TRENCH BOTTOM UNDISTURBED NATIVE SOIL PERMEABLE MATERIAL-PIPE ZONE BEDDING, INFILTRATION TRENCH EXTEND TRENCH DAM 0.5' MIN INTO UNDISTURBED NATIVE SOIL EXTEND TRENCH DAM 0.5' MIN INTO NATIVE BACKFILL OR LOWER PERMEABILITY BACKFILL. IF BACKFILL MATERIAL IS PERMEABLE, EXTEND TRENCH DAM TO BASE OF PAVEMENT SECTION TRENCH DAM, COMPACTED NATIVE SOIL OR CDF FINISH GRADE EXTEND TRENCH DAM 0.5' MIN. BEYOND LIMITS OF TRENCH ON ALL SIDES LIMITS OF TRENCH BEYOND SECTION A-A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD436.DWG PLOTTED: 1/31/2019 1:01 PM 01/03/2019 436 RYAN SASS HEATHER GRIFFIN PAUL WILHELM BED Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRENCH DAM A A ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 6 500 WATER DISTRIBUTION 501 Metered Water Service, ¾" and 1" 502 Metered Water Service, 2" 503 Fire Service Compound Meter 4” & Larger 504 Compound Meter for 6" and 8" 505 Valve Box and Extension 507 Fire Hydrant Installation 508 Fire hydrant Conc. Pad, Guard Posts & Valve Marker 511 Blow Off Assembly 512 1-Inch Air-vacuum Valve Assembly 513 2-Inch Polyethylene Water Main 514 Tapping Tees 515 Double Check Detector Valve Assembly (DCDA), 2 Inches & Larger Service 516 Double Check Valve Assembly (DCVA), 3 Inches and Larger Service 517 Reduced Pressure Detector Assembly (RPDA) All Sizes 518 Reduced Pressure Backflow Assembly (RPBA) All Sizes 519 Air Gap for Makeup Tank 520 Double Check Valve Assembly (DCVA), For 2 ½ Inches and Smaller Service 521 Typical Pressure Reducing Valve (PRV) Installation 523 Double Check Detector Valve Assembly (DCDA), 3 Inches & Larger Service Inside a Building 524 Residential Fire Sprinkler System, Metering Requirements 525 ¾” Mid Point Sampling Tee 526 Sampling and Flushing Assemblies ---PAGE BREAK--- A. ROMAC, FORD, OR MUELLER SERVICE SADDLE WITH C.C. THREAD TO BE USED ON ALL MAINS 4" DIA. AND LARGER. ALL NEW TAPS ON EXISTING WATER MAINS SHALL BE DONE BY THE CITY OF EVERETT UTILITIES DEPARTMENT AT THE DEVELOPERS OR CONTRACTORS EXPENSE B. CORPORATION STOP: 3/4" OR 1" - FORD FB600, OR CITY APPROVED EQUAL C. FORD SERIES LAO-2-33S NL FOR 3/4" OR LAO2-44S-NL FOR 1" BEND FITTING (1/8 OR 1/4) FOR FLARE x FLARE COPPER. PHYSICAL BENDS IN POLYETHYLENE PIPE ARE NOT ALLOWED. USE APPROPRIATE 1/4 OR 1/8 BENDS PER NOTE B ABOVE. D. USE MUELLER H-15073 N INSTA-TITE FITTING OR CITY APPROVED EQUAL FOR IPS-PE PLASTIC PIPE X FEMALE COPPER FLARE THREAD. E. RESIDENTIAL SERVICE: 1. PROVIDE 3/4" OR 1" POLYETHYLENE TUBING MEETING THE FOLLOWING REQUIREMENTS: a. AWWA C901. b. ASTM D2239, SIDR 7, FOR ID IRON PIPE SIZE (IPS). c. ASTM 3350 - PE3608 OR PE4710. 2. PROVIDE A #10 AWG, SINGLE STRAND COPPER WIRE WITH BLUE TYPE UF OR USE COATING SUITABLE FOR DIRECT BURY. a. WRAP WIRE AROUND TUBING, ONE WRAP PER FT, ITS ENTIRE LENGTH. b. SECURE ONE END AROUND THE SADDLE BOLT BETWEEN TWO NUTS AND EXPOSE A MINIMUM OF 18" OF THE OTHER END IN THE METER BOX. F. NON-RESIDENTIAL SERVICE: 1. PROVIDE 3/4" OR 1" TYPE K COPPER TUBING MEETING ASTM B88, ANSI/NSF 61 & APPLICABLE IAPMO STANDARDS. G. USE 1/4 OR 1/8 BEND BRASS ST BEND WITH MUELLER H-15426 N INSTA-TITE FITTING OR CITY APPROVED EQUAL FOR IPS-PE PLASTIC PIPE X MALE IRON PIPE THREAD. H. 3/4" METER SETTER SHALL BE "A.Y. MCDONALD" 62-212WWDD33-15 OR APPROVED EQUAL. 1" METER SETTER SHALL BE "A.Y. MCDONALD" 62-415WWDD44-15 OR CITY APPROVED EQUAL. I. METERS SHALL BE SUPPLIED AND INSTALLED BY CITY UTILITIES DEPARTMENT AT THE DEVELOPERS OR CONTRACTOR EXPENSE. J. PROVIDE METER BOX BODY MANUFACTURED BY "RAVEN PRODUCTS, FOR A 3/4" USE MODEL RMB-11-18-12, FOR A 1" USE MODEL RMB-15-27-12", MOUSEHOLES CUT, WITH AASTHO H-20 RATED DI FLUSH SOLID COVER LID OR EQUAL. K. PLACE SAWDUST IN METER BOX AROUND PIPE TO TOP OF METER TO PREVENT FREEZING. R/W PUBLIC PRIVATE 3/4" OR 1" METERED WATER SERVICE 24" MIN COVER 30" MIN COVER 12" 9" MIN 12" MAX B D E F G A C H I K J NOTES T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD501.DWG 1/23/2019 4:42 PM 09/18/2017 501 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. METERED WATER SERVICES 3/4" & 1" ---PAGE BREAK--- PUBLIC PRIVATE R/W 2" METERED WATER SERVICE A. ROMAC, FORD OR MUELLER DOUBLE STRAP SERVICE SADDLE WITH I.P. THREAD TO BE USED ON ALL MAINS 4" DIA AND LARGER. ALL NEW TAPS ON EXISTING WATER MAINS SHALL BE DONE BY THE CITY OF EVERETT UTILITIES DEPARTMENT AT THE DEVELOPERS OR CONTRACTORS EXPENSE. B. 2" BRASS NIPPLE. C. HEAVY DUTY 2" GATE VALVE WITH RESILIENT SEAT AND 2" OPERATING NUT. GATE VALVES SHALL BE "WATEROUS" SERIES 2500 OR CITY APPROVED EQUAL. D. MUELLER H-15451N OR H-15428N OR APPROVED EQUAL. USE APPROPRIATE STAINLESS STEEL INSERT STIFFENER WITH POLYETHYLENE TUBING. PHYSICAL BENDS IN POLY PIPE ARE NOT ALLOWED, USE BRASS ELBOWS. E. RESIDENTIAL SERVICE 1. PROVIDE 2" POLYETHYLENE TUBING MEETING THE FOLLOWING REQUIREMENTS: a. AWWA C901. b. ASTM D2737, SIDR 9 (pe3608/4710). c. ASTM 3350 - PE3608 OR PE4710. 2. PROVIDE A #10 AWG, SINGLE STRAND COPPER WIRE WITH BLUE TYPE UF OR USE COATING SUITABLE FOR DIRECT BURY. a. WRAP WIRE AROUND TUBING, ONE WRAP PER FT, ITS ENTIRE LENGTH. b. SECURE ONE END AROUND THE SADDLE BOLT BETWEEN TWO NUTS AND EXPOSE A MINIMUM OF 18" OF THE OTHER END IN THE METER BOX. F NON-RESIDENTIAL SERVICE 1. PROVIDE 2" TYPE K COPPER TUBING MEETING ASTM B88, ANSI/NSF 61 & APPLICABLE IAPMO STANDARDS. G. BRASS ELBOWS & NIPPLES AS NEEDED. H. METER SETTERS SHALL BE "FORD" 70 SERIES COPPER SETTER VBH77-12B-11-77 WITH HORIZONTAL INLET AND OUTLET OR APPROVED EQUAL. I. METER SHALL BE SUPPLIED AND INSTALLED BY CITY UTILITIES DEPARTMENT AT THE DEVELOPERS OR CONTRACTORS EXPENSE. J. PROVIDE METER BOX BODY MANUFACTURED BY "RAVEN PRODUCTS, MODEL RMB-17-30-12", MOUSEHOLES CUT, WITH AASTHO H-20 RATED DUCTILE IRON FLUSH SOLID COVER LID OR EQUAL. K. PLACE SAWDUST IN METER BOX AROUND PIPE TO TOP OF METER TO PREVENT FREEZING. L. ADJUSTABLE VALVE BOX AND EXTENSION SEE STD 505. 30" MIN COVER 12" MIN 16" MAX 30" MIN COVER F E D G C B A L J H D G G D K I NOTES CHECK VALVE BALL VALVE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD502.DWG 1/23/2019 4:42 PM 03/06/2017 502 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. METERED WATER SERVICES 2" ---PAGE BREAK--- NOTES PARTS: A. DUCTILE IRON PIPE B. TEE (MJ W/MEGA LUGS x FL) C. GATE VALVE CL 125 D. METER ASSEMBLY SEE NOTE 2. E. GATE VALVE W/MEGA LUG) WITH ADJUSTABLE VALVE BOX AND EXTENSION SEE STD 505 F. 90° ELL (MJ W/MEGA LUGS) G. UTILITY VAULT CO LID 332P WITH TRAFFIC LOADED LOCKING STEEL COVERS OR CITY APPROVED EQUAL. PROVIDE NON-SLIP COVER IF VAULT IS LOCATED IN PEDESTRIAN WALKWAY. H. UTILITY VAULT CO PRECAST VAULT OR CITY APPROVED EQUAL. I. 2" FLOOR DRAIN. SLOPE TO DAYLIGHT OR TO STORM DRAINAGE SYSTEM. J. NON-SHRINK GROUT K. 1" CORPORTION AND SERVICE SADDLE IN ACCORDANCE WITH COE STD DWG 502C PARTS A& B. L. 1" DRAIN LINE. M. 1" 90° BEND. 1. CONTRACTOR SHALL INSTALL VAULT, BYPASS, AND STRAIGHT PIPE THRU VAULT. CITY UTILITIES DEPARTMENT SHALL PROVIDE AND INSTALL ALL FITTINGS AND APPURTANCES WITHIN THE VAULT INCLUDING METER, AND VALVES AT THE DEVELOPERS OR CONTRACTORS EXPENSE. 2. CITY OF EVERETT WILL SUPPLY AND INSTALL METER AND ACCESSORIES REQUIRED TO COMPLETE CONNECTION. 3. PIPING AND METERS SHALL BE SUPPORTED BY STEEL STANDS. THE NUMBER OF AND PLACEMENT OF SUPPORT STANDS TO BE DETERMINED BY CITY OF EVERETT UTILITIES DEPARTMENT ACCORDING TO SIZE OF PIPE AND METER. 4. VAULTS SHALL NOT BE INSTALLED IN AREAS WITH VEHICULAR TRAFFIC UNLESS APPROVED BY THE CITY. 5. GATE VALVES SHALL BE “WATEROUS” SERIES 2500 OR CITY APPROVED EQUAL. A A F F A E A B E B E J E 6" MIN 1' 7-1/2" MIN 1' MIN CLR D 1' 7-1/2" MIN H I G 2' MIN CLR J K L M A C C Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. EVERETT 03/14/2017 503 RYAN SASS PAUL WILHELM WRB FIRE SERVICE COMPOUND METER 4" & LARGER RICH HEFTI ---PAGE BREAK--- PARTS A. DUCTILE IRON PIPE. B. TEE (MJ W/MEGA LUGS x FL). C. FLANGE COUPLING ADAPTOR D. SPOOL E. GATE VALVE CL 125 W/2" OPERATING NUT & ADJUSTABLE VALVE BOX WITH EXTENSIONS. SEE STD 505. F. METER ASSEMBLY SEE NOTE 2. G. GATE VALVE W/MEGA LUG) WITH ADJUSTABLE VALVE BOX AND EXTENSION SEE STD 505. H. 90° ELL (MJ W/MEGA LUGS). I. UTILITY VAULT CO LID 332P WITH TRAFFIC LOADED LOCKING STEEL COVERS OR CITY APPROVED EQUAL. PROVIDE NON-SLIP COVER IF VAULT IS LOCATED IN PEDESTRIAN WALKWAY. J. UTILITY VAULT CO PRECAST VAULT OR CITY APPROVED EQUAL. K. NON-SHRINK GROUT. L. FLANGE x FLANGE SPOOL WITH TWO 2" TEST OUTLETS & BRASS PLUGS. LENGTH OF SPOOL TO BE 3 TIMES THE DIAMETER OF THE PIPE TO THE TEST PLUGS PLUS M. 1" CORPORATION AND SERVICE SADDLE IN ACCORDANCE WITH CITY STANDARD DRAWING 502, PARTS A & B. N. 1" DRAIN LINE. O. 1" 90° BEND W/ 1" BALL VALVE P. STRAINER. FLOW 6" MIN CLR EA SIDE TYP 3' MIN COVER TYP NOTES 1. CONTRACTOR SHALL INSTALL VAULT, BYPASS, AND STRAIGHT PIPE THRU VAULT. CITY UTILITIES DEPARTMENT SHALL PROVIDE AND INSTALL ALL FITTINGS AND APPURTENANCES WITHIN THE VAULT INCLUDING METER, VALVES AND SPOOLS AT THE DEVELOPERS OR CONTRACTORS EXPENSE. 2. CITY OF EVERETT WILL SUPPLY AND INSTALL METER AND NOTES IF NEEDED, & 3. PIPING AND VALVES SHALL BE SUPPORTED BY STEEL STANDS. THE NUMBER OF AND PLACEMENT OF SUPPORT STANDS TO BE DETERMINED BY CITY OF EVERETT UTILITIES DEPARTMENT ACCORDING TO SIZE OF PIPE AND METER. . 4. VALVES SHALL HAVE A MINIMUM CLEARANCE OF 3” BETWEEN OPERATING NUT AND TOP OF VAULT. 5. VAULTS SHALL NOT BE INSTALLED IN AREAS WITH VEHICULAR TRAFFIC. 6. GATE VALVES SHALL BE “WATEROUS” SERIES 2500 OR CITY APPROVED EQUAL. 7. INSTALLATION OF COMPOUND METERS LARGER THAN 8" SHALL BE APPROVED BY THE CITY ON AN INDIVIDUAL BASIS. A H A G O N M J K D E B C D E B C G A H 12" MIN CLR 12" MIN CLR ALL EQUIPMENT 24" MIN CLR 6" MIN CLR BOTH SIDES I A E C B K D L F P D E A K M B C ALL EQUIPMENT 9"-12" CLR OF FLOOR SECTION A-A VAULT PLAN A A A P J 6" MIN CLR EACH SIDE 09/24/2018 504 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. COMPOUND METER FOR 6" & 8" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD504.DWG 1/23/2019 4:43 PM T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD504.DWG 1/23/2019 4:43 PM ---PAGE BREAK--- 1. VALVE OPERATING NUT EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN THREE FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE FOOT LONG. ONLY ONE EXTENSION WILL BE ALLOWED PER VALVE. 2. ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITH TWO COATS OF METAL PAINT. 3. VALVE BOXES IN PAVED AREAS SHALL BE CAST IRON, TWO PIECE UNITS, EAST JORDAN 8555 16" TOP, 24" BOTTOM AND EAST JORDAN 6800 HEAVY DUTY LID W/ "WATER" ON LID. IN GRASS, NON-PAVED OR NON-TRAFFIC AREAS USE OF PLASTIC VALVE BOXES, WITH CAST IRON LID AS MANUFACTURED BY HANDLEY INDUSTRIES ARE ACCEPTABLE. 4. USE OF PLASTIC VALVE BOX EXTENSIONS, AS MANUFACTURED BY HANDLEY INDUSTRIES ARE ACCEPTABLE. VALVE BOX AND EXTENSION NOTES VALVE OPERATING NUT EXTENSION 4 3 1 2 3/8" SET SCREW 3/8" SET SCREW 1" STEEL STOCK SQUARE SOCKET 2 1/4" INSIDE 2 1/4" DEPTH (1/8" MIN WALL THICKNESS) 4 1/2" DIA x 1/4" MIN THICKNESS STEEL 2" SQUARE x 2" HIGH OPERATING NUT 1/3 TOTAL LENGTH 1/3 TOTAL LENGTH T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD505.DWG 1/23/2019 4:43 PM 12/30/2016 505 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. VALVE BOX AND EXTENSION ---PAGE BREAK--- A. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AWWA STANDARDS AND SHALL BE OF STANDARD MANUFACTURE (MUELLER SUPER CENTURION #250, WATEROUS PACER #WB67, OR CITY APPROVED EQUAL). B. 5-1/4" VALVE MINIMUM. C. 1-1/4" OPERATING NUT AND CAP NUT FOR 2-1/2" PORTS. D. NATIONAL STANDARD THREAD ON 2-1/2" PORTS. E. 5" STORZ FITTING WITH NATIONAL STANDARD THREAD ON THE 4-1/2" PORT. F. IF HYDRANT RISES THROUGH CONCRETE, USE EXPANSION STRIP AROUND HYDRANT BARREL, PER STD PLAN 509. IN ADDITION, INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR EXCEED THE STANDARDS FOR INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EVERETT. G. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION WHEN NECESSARY PER STANDARD DRAWING 508. H. STEAMER PORT TO BE FACING STREET OR ROADWAY FOR FIRE ENGINE ACCESS. I. BREAK-OFF FLANGE TO BE 2"-4" ABOVE GROUND LEVEL. J. INSTALL CONCRETE PAD AROUND HYDRANT IN UNPAVED, SOD AND ASPHALT AREAS PER STANDARD DRAWING 508. K. HYDRANT CONNECTION PIPE TO BE DUCTILE IRON CLASS 52, ANY INTERMEDIATE JOINTS TO BE MJ WITH RETAINER GLANDS, OR FIELD LOCK GASKETS. L. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS CATERPILLAR YELLOW, LUXLITE #6100-516 OR "RUST-OLEUM" #7448 OR APPROVED EQUAL. THE PORT CAPS WILL BE PAINTED BLACK. M. PROVIDE FOR A MINIMUM OF 3' CLEAR ZONE AROUND HYDRANT. PARTS B C E MAX RAKE, 1/4" PER FT FROM GROUND LEVEL VALVE BOX AND EXTENSION PER STANDARD DRAWING 505 TRAFFIC SAFETY FEATURE BREAK-OFF FLANGE, BREAK OFF NUTS AND BOLTS DUCTILE IRON TEE OR TAPPING TEE (FL) J F RETAINER GLANDS 1/2 CU YD WASHED ROCK 1-1/2" DRAIN ROCK UNDISTURBED EARTH 12" x 12" x 4" CONC BLOCK K GATE VALVE (MJ x FL) I 6 MIL PLASTIC SHEETING WRAP T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD507.DWG 1/23/2019 4:43 PM 5/9/2018 507 RYAN SASS R HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. FIRE HYDRANT INSTALLATION ---PAGE BREAK--- ELEVATION PLAN 4" 2" 2" MIN 4" MAX 18" 18" 18" 18" 1. CONCRETE SHALL BE CLASS 3000. 2. INSTALL 1/2"x4" EXPANSION STRIP AROUND HYDRANT. 3. GUARD POSTS SHALL BE 6' LONG, 9"IN DIAMETER PRECAST CONCRETE OR 6' LONG, 6" DIAM SCH 40, CONCRETE FILLED CLASS 52 STEEL PIPE. PAINTED WITH TWO COATS OF KELLY-MOORE LUXLITE Q.D. ALKYD GLOSS ENAMEL #6100-516 CAT YELLOW OR CITY APPROVED EQUAL. 4. TOP OF GUARD POST SHALL BE LEVEL WITH TOP OF PUMPER PORT. 5. VALVE MARKER POST SHALL BE 42" PORTABLE TRAFFIC DELINEATOR POST W/TWO REFLECTOR STRIPS. THEY SHALL BE FURNISHED NEW AND UNUSED AND BURIED 24" DEEP, TO LEAVE 18" EXPOSED AS A MARKER POST THE LETTER AND THE DISTANCE TO THE VALVE SHALL BE STENCILED ON THE POST WITH 2" HIGH NUMERALS, WITH BLACK ENAMEL PAINT. 6. VALVE MARKER POSTS SHALL BE INSTALLED FOR ALL VALVES LOCATED IN UNIMPROVED OR UNPAVED AREAS. VALVE MARKER POSTS SHALL BE SET AS DIRECTED BY THE PUBLIC WORKS INSPECTOR IN A SAFE AND REASONABLY CONSPICUOUS LOCATION. 7. VALVE MARKER POSTS ARE NOT REQUIRED FOR AUXILIARY HYDRANT VALVES. (SEE NOTES 3 AND 4) NOTES FIRE HYDRANT GUARD POSTS (SEE NOTES 5, 6 AND 7) ELEVATION PLAN FIRE HYDRANT CONCRETE PAD VALVE MARKER POST (SEE NOTES 1 AND 2) 2" CRUSHED SURFACING TOP COURSE 24" 24" 36" 36" GUARD POST CONC HYDRANT PAD 18" 42" 2 1 4 GUARD POST 3 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD508.DWG 1/23/2019 4:43 PM 12/30/2016 508 RYAN SASS R HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. FIRE HYDRANT CONC. PAD, GUARD POSTS & VALVE MARKER ---PAGE BREAK--- A. GIL # 101GHS BLOW-OFF B. 2" BRASS STREET "ELL" C. 2" BRASS NIPPLE D. PROVIDE METER BOX BODY MANUFACTURED BY "RAVEN PRODUCTS, MODEL RMD-17-30-12", FLUSH SOLID COVER LID. E. 2" CAP NATIONAL STANDARD THREAD. F LOCK TO BE SUPPLIED BY CITY OF EVERETT UTILITIES DEPARTMENT. G VALVE BOX AND EXTENSION PER STANDARDS DRAWING 505 H HEAVY DUTY 2" GATE VALVE WITH RESILIENT SEAT. GATE VALVES SHALL BE "WATEROUS" SERIES 2500 OR CITY APPROVED EQUAL PARTS: WATER MAIN GRAVEL BACKFILL FOR DRAINS PER WSDOT 9-03.12(4) B 36" FOR PIPE DIA. 12" OR SMALLER 48" FOR PIPE DIA. OVER 12" MAX. DEPTH SHALL NOT EXCEED 60" H 12" MAX. DEAD END RESTRAINT PER SECTION 5-13 TAPPED CAP UNDISTURBED EARTH E D F A C C G 6" MIN. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD511.DWG 1/23/2019 4:43 PM 12/30/2016 511 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BLOW-OFF ASSEMBLY 12" MIN ---PAGE BREAK--- NOTES 24"MIN A. CL 52 DUCTILE IRON PIPE WITH ROMAC, FORD OR MUELLER SERVICE SADDLE. B. 1" FORD F600 SERIES CORPORATION STOP. C. 1" TYPE COPPER TUBING. D. 1" FORD 602-44 ANGLE COUPLING. E. 1" FORD B21-444 CURB STOP. F. 1" BRASS NIPPLE. G. 6" PVC PIPE. H. 1" BRASS UNION. I. 1" BRASS 90° ELL. J. 1" COMBINATION AIR AND VACUUM RELIEF VALVE APCO 143-C, VALMATIC 201C OR EQUAL. K. 2"X1" GALV REDUCER. L. 2" GALV PIPE. M. 2" STREET ELL (HORIZ). N. 2" GALV 90° ELL (VERT). O. 2" GALV RETURN BEND. P. GALV BEEHIVE STRAINER GREENBURG P-24-08, FOR 2" PIPE. D. PROVIDE METER BOX BODY MANUFACTURED BY "RAVEN PRODUCTS, MODEL RMD-15-27-12", FLUSH SOLID COVER LID. E. BACKFILL WITH SAWDUST TO BONNET. PARTS 12"MIN 3" 0 P L N M K F H F I J F I Q G R F H E 3" MIN CLR A B D C T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD512.DWG 1/23/2019 4:43 PM 12/30/2016 512 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 1" AIR-VACUUM VALVE ASSEMBLY 1. AIR-VAC UNIT AND BOX TO BE INSTALLED IN NON-TRAFFIC AREA. 2. USE MUELLER DOUBLE STRAP SERVICE CLAMP OR APPROVED EQUAL ON ALL MAINS LESS THAN 8" IN DIAMETER. 3. ALL PIPE FITTINGS BETWEEN MAIN AND UNION, AFTER AIR/VACUUM RELIEF VALVE, SHALL BE BRASS. 4. INSTALLATIONS FOR OTHER SIZE AIR/VACUUM RELIEF VALVES SHALL BE INDIVIDUALLY DESIGNED AND WILL REQUIRE APPROVAL BY THE CITY UTILITIES DEPARTMENT. 5. PAINT METER BOX LID AND RISER ASSEMBLY COATS SAFETY YELLOW, OIL BASE ENAMEL- HAND BRUSH APPLIED. STENCIL RISER ASSEMBLY WITH "AV" AND SIZE OF AIR/VAC ASSEMBLY ON SIDE FACING ROADWAY IN 2" BLACK LETTERS. 6. AIR/VAC RELEASE VALVE ASSEMBLY SHALL BE INSTALLED AT HIGH POINT ON LINE. IF HIGH POINT FALLS IN LOCATION WHERE ASSEMBLY CANNOT BE INSTALLED, PROVIDE ADDITIONAL DEPTH TO CREATE NEW HIGH POINT. 7. CONCRETE VAULT PENETRATIONS SHALL BE CORE DRILLED AND GROUTED. ---PAGE BREAK--- SERVICE CONNECTION PLAN A. 2” WATER MAIN SHALL BE POLYETHYLENE PER STANDARD DETAIL 502B. CONNECTION TO MAIN TO BE MADE PER STANDARD DETAIL 502B. B. 2” BRASS MALE IRON PIPE THREAD X COMPRESSION FITTING WITH STAINLESS STEEL INSERT STIFFENER. COUPLING SHALL BE “FORD” C84-77 NL OR CITY APPROVED EQUAL. C. 2” BRASS TEE (FIP). D. BRASS HEX BUSHING 2" X SERVICE SIZE. E. CORPORATION STOP SHALL BE FORD FB700 OR CITY APPROVED EQUAL. F. METERED WATER SERVICE PER STANDARD 502A OR 502C. G. # 10 COPPER TRACE WIRE WRAPPED ALONG ENTIRE LENGTH (ONE WRAP PER FOOT) WITH ONE END WRAPPED AROUND THE SADDLE BOLT AND SECURED BETWEEN 2 NUTS, ON MAIN CONNECTION. THE OTHER END WILL BE EXPOSED IN THE METER BOX. A SCOTCH CAST ELECTRICAL SPLICE KIT TO BE USED TO SPLICE ALL WIRES WHERE REQURED. SCOTCH CAST ELECTRICAL SPLICE KITS SHALL BE 3M INSULATION DISPLACEMENT CONNECTORS OR CITY APPROVED EQUAL. NOTES CONNECTION TO MAIN G G A F E D A B C B G #10 COPPER WIRE WRAPPED ONCE AROUND SADDLE BOLT SECURED BETWEEN 2 NUTS 2" HEAVY DUTY BRASS NIPPLE ADJUSTABLE VALVE BOX SEE C.O.E. STANDARD DWG 505 AS APPLICABLE 2" BRASS FORD MALE IRON PIPE THREAD. "PACK JOINT" #C84-77 WITH INSERT STIFFENER #55 OR APPROVED EQUAL. #10 WIRE CHASER SERVICE CLAMP MUELLER BOUBLE STRAP OR APPROVED EQUAL 2" HEAVY DUTY GATE VALVE MUELLER # A2380-8 WITH 2" DRIVE BLOCK WATER LINE 2" OD POLYETHYLENE (PE) PER AWWA C901, SDR9 (COPPER TUBE SIZE) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD513.DWG 1/23/2019 4:43 PM 12/30/2016 513 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 2" POLYETHYLENE WATER MAIN ---PAGE BREAK--- TAPPING TEE CAST IRON MECHANICAL JOINT NOTES ELEVATION PLAN STAINLESS STEEL TAPPING SLEEVE ELEVATION INSTALLED ON ASBESTOS CEMENT PIPE, CAST IRON PIPE AND DUCTILE IRON PIPE. INSTALLED ON ASBESTOS CEMENT PIPE, CAST IRON PIPE AND DUCTILE IRON PIPE. 1. STAINLESS STEEL TAPPING SLEEVES SHALL HAVE FULL CIRCLE SEAL. 2. ALL TEES AND VALVES TO BE WATER TESTED BEFORE TAP. 3. SIZE ON SIZE TAPS ALLOWED ONLY WITH MJ TAPPING TEES. ALL OTHER TAPS SHALL BE AT LEAST 2" SMALLER THAN THE EXISTING MAIN. 4. BRANCH LINE SHALL BE RESTRAINED AS IF A DEAD-END PER SECTION 5-13. PLAN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD514.DWG 1/23/2019 4:44 PM 12/30/2016 514 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TAPPING TEES ---PAGE BREAK--- NOTES PARTS PLAN ELEVATION UTILITY VAULT CO. SIZE 2 1/2" 3" 4" 6" 8" 10" MODEL 644 644 [PHONE REDACTED] 5106 COVER 64-2-332P 64-2-332P 57TL-2-332P 57TL-2-332P 4484-TL2-332P 5106-TL3-332 7 8 9 6 3 5 3 2 1 4 TAMPER SWITCH IF REQUIRED 6 10 TO BUILDING 36" 1 2 11 POSITIVE VAULT DRAIN STENCILED ADDRESS 13 4 12 3 TAMPER 9" MIN. 12" MAX. 18"X18"X8" CONC. BLOCK SCHEDULE 40 GALVANIZED STEEL PAINTED RED RAISED LETTERS "AUTO SPRINKLER" 2-1/2" FIRE DEPARTMENT INLET CONNECTION BRASS (NOT PAINTED)"AUTO SPRINKLER" 24" - 60" SCHEDULE 40 GALVANIZED STEEL WRAPPED WITH 6 MIL PLASTIC FIRE DEPARTMENT CONNECTION FRONT ELEVATION 1. POST INDICATOR VALVE PAINTED RED WITH TAMPER TO FIRE ALARM PANEL AND WITH STENCILED ADDRESS. 2. DUCTILE IRON PIPE (SIZED AS REQUIRED) CLASS 52. 3. SCHEDULE 40 GALV. STEEL WRAPPED W/6MIL PLASTIC. 4. CLASS 52 DI TEE FL X FL. 5. SWING CHECK VALVE W/BALL DRIP ASSEMBLY. 6. FIRE DEPARTMENT CONNECTION (BRASS) LOCATED WITHIN 75' OF A FIRE HYDRANT FOR NEW BUILDINGS (OR 100' FOR AN EXISTING BUILDING BEING RETROFIT FOR SPRINKLERS) PROVIDE KNOX LOCKING CAPS. EXPOSED GALVANIZED STEEL PIPE TO BE PAINTED RED. STENCIL ADDRESS ON PAINTED PIPE. 7. ALL PIPE THROUGH VAULT WALL SHALL BE CORE DRILLED AND HAVE A "LINK SEAL" (OR APPROVED EQUAL). 8. OS & Y VALVES WITH TAMPER SWITCH TO ALARM PANEL OR CHAIN AND PADLOCK. 9. 1-GALV. LADDER WITH PULL-UP LADDER EXTENSION TO BE BOLTED TO VAULT FLOOR AND TO VAULT WALL, MOUNTED SUCH THAT LADDER IS DIRECTLY ABOVE THE EDGE OF ACCESS OPENING FOR EASE OF ACCESS. 10. UL-FM LISTED SOFTSEATED WA STATE APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY INCLUDING 2-0.S.&Y RESILIENT SEATED GATE VALVES, TEST COCKS, 3/4" BRASS OR COPPER BYPASS WITH INLINE VALVES, 5/8" X 3/4" NEPTUNE METER W/E-CODER R900 I, CU FT W/STUB ANTENNA & A 3/4" DOUBLE CHECK VALVE ASSEMBLY. 11. STATE APPROVED DOUBLE CHECK DETECTOR ASSEMBLY. 12. RFCA (RESTRAINED FLANGE COUPLING ADAPTER). 13. CUTABLE PADLOCK WITH KEY IN KNOX BOX. 1. TEE AND GATE VALVE REQUIRED ON MAIN. 2. SINGLE DETECTOR CHECKS ARE NOT APPROVED BACKFLOW PREVENTION DEVICES. 3. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RE-CERTIFICATION ANNUALLY BY OWNER. 4. ALL TEST COCKS MUST HAVE BRASS PLUGS. 5. ROUND MANHOLE LIDS ARE NOT TO BE USED. 6. INSIDE DEPTH IS TO BE KEPT AT A MINIMUM AS PER DIMENSION IN SKETCHES ABOVE AND/OR AS APPROVED BY CITY OF EVERETT UTILITIES DEPARTMENT. 7. METER SHALL BE INSTALLED SUCH THAT IT CAN BE READ WITH ACCESS HATCH OPEN AND WITHOUT ENTERING THE VAULT. 8. ALL DIMENSIONS ARE MINIMUM CLEARANCE. 9. ALL BACKFLOW DEVICES WILL BE INSTALLED IN A VAULT OUTSIDE THE BUILDING UNLESS OTHERWISE APPROVED BY UTILITIES SUPERINTENDENT. 10. FIRE SERVICE PIPINGS FROM MAIN TO BUILDING SHALL BE RESTRAINED. 11. PROVISIONS FOR DRAINAGE OF THE VAULT SHALL BE IN THE FOLLOWING ORDER OF PRECEDENCE: A) VAULT DRAIN TO DAYLIGHT B) VAULT DRAIN TO STORM DRAIN SYSTEM (IF PRACTICAL) C) IF NO POSSIBLE MEANS OF GRAVITY DRAIN, THEN INSTALL SUMP PUMP 12. SWING CHECK VALVE ON FDC LINE MUST BE LOCATED IN A VAULT. IF OUTSIDE OF DCDA VAULT, MUST BE IN MINIMUM 4'X4' VAULT. 13. PIV LOCATION MUST BE OF DCDA AND UPSTREAM OF FDC. PROVIDE 9" MINIMUM AND 12" MAXIMUM CLEARANCE BETWEEN VAULT FLOOR AND BOTTOM OF BACKFLOW ASSEMBLY. WHERE ELEVATION OF VAULT FLOOR IS TOO LOW TO DRAIN TO DAYLIGHT OR STORM SYSTEM, MUST HAVE 6" FLOOR OPENING FOR DRAINAGE (APPROVED BY THE CITY ENGINEER ON A CASE BY CASE BASIS ONLY). TAMPER SWITCH IF REQUIRED 6 12/08/2018 515 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DOUBLE CHECK DETECTOR VALVE ASSEMBLY W/FDC & PIV (DCDA) 2" & LARGER SERVICE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD515.DWG ---PAGE BREAK--- 1. TEE AND GATE VALVE REQUIRED ON MAIN. 2. SINGLE DETECTOR CHECKS ARE NOT APPROVED BACKFLOW PREVENTION DEVICES. 3. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY BY OWNER. 4. ALL TEST COCKS MUST HAVE BRASS PLUGS. 5. MAXIMUM HEIGHT OF ASSEMBLY IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS PROVIDED. 6. INSIDE DEPTH IS TO BE KEPT AT A MINIMUM AS PER DIMENSION IN SKETCHES ABOVE AND/OR AS APPROVED BY CITY OF EVERETT UTILITIES DEPARTMENT. 7. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS. A. UL-FM LISTED SOFTSEATED WA STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING: 2-0.S.& Y RESILIENT SEATED GATE VALVES, AND TEST COCKS. B. UNI-FLANGE WITH SET SCREWS OR MJ x FL ADAPTER WITH MEGALUG. C. PRECAST CONCRETE VAULT WITH STEEL ACCESS HATCH (AS MANUFACTURED BY UTILITY VAULT CO OR AN APPROVED EQUAL). PROVIDE OSHA APPROVED HOT DIPPED GALVANIZED STEEL LADDER. INSTALL LADDER IN SUCH A WAY AS TO PROVIDE VAULT ACCESS THAT DOES NOT INTERFERE WITH INSTALLED EQUIPMENT OR MAINTENANCE THEREOF. PROVIDE NON-SLIP SURFACE ON ACCESS HATCH IF VAULT LOCATED IN PEDESTRIAN WALKWAY. D. DUCTILE IRON PIPE (SIZED AS REQUIRED) CLASS 52. E. WATER TIGHT GROUT SHALL BE USED IN ALL VAULT PENETRATIONS. F. 2 - GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2 1/2" DIA. AND LARGER PIPE. G. MINIMUM 6" COARSE AGGREGATE, AASHTO GRADING NO. 4 PER WSDOT 9-03.1(4)C. H. 6" FLOOR OPENING FOR DRAIN. I. 3" MIN CLEARANCE FROM UNDERSIDE OF VAULT LID TO STEM OF O.S. & Y WHEN FULLY OPEN. NOTES PARTS PLAN FLOW ELEVATION D F G H C E D 3" I 9"-12" B A B 12" 3"-6" 3"-9" 19"-28" 03/07/2017 516 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DOUBLE CHECK VALVE ASSEMBLY (DCVA) 3" & LARGER SERVICE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD516.DWG ---PAGE BREAK--- 1. TEE AND GATE VALVE REQUIRED ON MAIN. 2. ALL TEST COCKS MUST HAVE BRASS PLUGS. 3. MAXIMUM HEIGHT OF ASSEMBLY IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS PROVIDED. 4. MINIMUM INSIDE VAULT HEIGHT IS 78", OR AS APPROVED BY THE CITY UTILITIES DEPARTMENT. 5. METER SHALL BE INSTALLED SUCH THAT IT CAN BE READ WITHOUT ENTERING VAULT WITH ACCESS HATCH OPEN AND WITHOUT ENTERING THE VAULT. 6. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS. 7. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY BY OWNER. A. UL-FM LISTED SOFTSEATED WA STATE APPROVED REDUCED PRESSURE DETECTOR ASSEMBLY INCLUDING: 2-0.S.& Y RESILIENT SEATED GATE VALVES, TEST COCKS, 3/4" BRASS OR COPPER BYPASS WITH IN LINE VALVES, 5/8" METER (METER TO READ IN CUBIC FEET), AND A 3/4" REDUCED PRESSURE BACKFLOW ASSEMBLY. B. UNI-FLANGE WITH SET SCREWS OR MJ x FL ADAPTOR WITH MEGALUG OR GALVANIZED SHACKLE TO MAIN WITH 2-3/4" RODS, OR MJ RETAINER GLANDS. C. HOT BOX OR APPROVED EQUAL. DEVICE CAN BE INSIDE BUILDING WITH PROPER DRAIN IN FLOOR AND WITH PRIOR APPROVAL. D. DUCTILE IRON PIPE (SIZED AS REQUIRED) CLASS 52. E. WATER TIGHT GROUT SHALL BE USED IN ALL VAULT PENETRATIONS. F. 2 - GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2 1/2" DIA AND LARGER PIPE. G. GRAVEL FOUNDATION AS REQUIRED. H. DRAIN SHALL BE INSTALLED WITH APPROVED AIR GAP (SEE STANDARD DRAWING 519) AND BE ABLE TO BE BORE SIGHTED TO DAYLIGHT WHICH MUST BE ABOVE 100 YEAR FLOOD LEVEL. DRAIN WILL BE SIZED SO AS TO PROVIDE FREE GRAVITY DRAINAGE OF MAX DISCHARGE OF RELIEF VALVE PORT. I. 3" MIN CLEARANCE FROM UNDERSIDE OF VAULT LID TO STEM OF OS&Y WHEN FULLY OPEN. NOTES PARTS PLAN SLOPE ELEVATION FLOW SLOPE FLOW A 6" MIN 12" 24" MIN A C B D G E H B F 12"MIN I 03/07/2017 517 RYAN SASS RICHARD HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. REDUCED PRESSURE DETECTOR ASSEMBLY (RPDA) ALL SIZES T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD517.DWG ---PAGE BREAK--- 1. TEE AND GATE VALVE REQUIRED ON MAIN. 2. ALL TEST COCKS MUST HAVE BRASS PLUGS. 3. MAXIMUM HEIGHT OF ASSEMBLY IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS PROVIDED. 4. MINIMUM INSIDE VAULT HEIGHT IS 78", OR AS APPROVED BY THE CITY UTILITIES DEPARTMENT. 5. MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS PROVIDED. 6. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS. 7. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY BY OWNER. A. UL-FM LISTED SOFTSEATED WA STATE APPROVED REDUCED PRESSURE BACKFLOW ASSEMBLY INCLUDING: 2-0.S.& Y RESILIENT SEATED GATE VALVES, AND TEST COCKS. B. UNI-FLANGE WITH SET SCREWS OR MJ x FL ADAPTOR WITH MEGALUG OR GALVANIZED SHACKLE TO MAIN WITH 2-3/4" RODS, OR MJ RETAINER GLANDS. C. PRECAST CONCRETE ENCLOSURE WITH STEEL ACCESS HATCH (AS MANUFACTURED BY UTILITY VAULT CO OR AN APPROVED EQUAL). ABOVE GROUND INSTALLATIONS WILL: BE PROVIDED WITH 6'-6'x36" STEEL DOOR FOR ACCESS, THE EXTERIOR WILL BE PAINTED WITH AN APPROVED PAINT, PROVIDED WITH SUFFICIENT INSULATION TO PREVENT FREEZING AND SITE WILL BE PROVIDED WITH A 6' HIGH SECURITY FENCE WITH PEDESTRIAN AND VEHICLE GATES. SEMI-BURIED INSTALLATIONS WILL: BE PROVIDED WITH OSHA APPROVED LADDER. INSTALLED IN SUCH A WAY AS TO NOT INTERFERE WITH INSTALLED EQUIPMENT MAINTENANCE. PROVIDE NON-SLIP SURFACE ON ACCESS HATCH IF VAULT LOCATED IN PEDESTRIAN WALKWAY. D. DUCTILE IRON PIPE (SIZED AS REQUIRED) CLASS 52. E. WATER TIGHT GROUT SHALL BE USED IN ALL VAULT PENETRATIONS. F. 2 - GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2 1/2" DIA AND LARGER PIPE. G. GRAVEL FOUNDATION AS REQUIRED. H. DRAIN SHALL BE INSTALLED WITH APPROVED AIR GAP (SEE STD 519) AND BE ABLE TO BE BORE SIGHTED TO DAYLIGHT WHICH MUST BE ABOVE 100 YEAR FLOOD LEVEL. DRAIN WILL BE SIZED SO AS TO PROVIDE FREE GRAVITY DRAINAGE OF MAX DISCHARGE OF RELIEF VALVE PORT. I. 3" MIN CLEARANCE FROM UNDERSIDE OF VAULT LID TO STEM OF OS&Y WHEN FULLY OPEN. NOTES PARTS PLAN SLOPE ELEVATION FLOW SLOPE FLOW A C B I B H E F G D A 12" MIN 24" MIN 6" 12" MIN 09/24/2018 518 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) ALL SIZES T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD518.DWG 1/23/2019 4:44 PM ---PAGE BREAK--- PUMP NOTES 1. ALL INSTALLED AIR GAPS MUST BE WA DOH APPROVED. 2. THE HEIGHT OF THE AIR GAP MUST MEET THE CRITERIA IN TABLE A UNLESS OTHERWISE NOTED. 3. THE CITY UTILITIES DEPARTMENT MAY REQUIRE THE AIR GAP TO BE INCREASED IF INSTALLED WITHIN A BUILDING WHERE THE AIR PRESSURE IS ARTIFICIALLY MAINTAINED OR INCREASED. 4. AIR GAPS LESS THAN 1 INCH SHALL BE APPROVED ONLY AS A PART OF A LISTED DEVICE THAT HAS BEEN TESTED UNDER BACKSIPHONAGE CONDITIONS WITHIN A VACUUM OF A MINIMUM OF 25 INCHES OF MERCURY. 5. TUBULAR SCREENS MAY BE ATTACHED OR THE SUPPLY LINE OUTLET MAY BE CUT AT A 45° ANGLE. 6. HOSES AND BYPASSES ARE NOT ALLOWED. 7. THE INSPECTION OF AIR GAPS SHALL BE INCLUDED IN THE YEARLY TESTING PROGRAM FOR BACKFLOW DEVICES. TABLE A DISCHARGE TO NON-POTABLE WATER SYSTEM POTABLE WATER SUPPLY EFFECTIVE OPENING NEAREST WALL, SIDE RIB OR OBSTRUCTION OVERFLOW RIM AIR GAP W 03/07/2017 519 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. AIR GAP FOR MAKEUP TANK T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD519.DWG 1/23/2019 4:44 PM ---PAGE BREAK--- PLAN ELEVATION FLOW 1. ALL TEST COCKS MUST HAVE BRASS PLUGS. 2. TEST COCKS MUST FACE UP OR SIDEWAYS WHICH EVER IS MORE ACCESSIBLE. 3. PROVIDE NON-SLIP SURFACE ON ACCESS HATCH IF VAULT IS LOCATED IN PEDESTRIAN WALKWAY. A. WA STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY. B. IN NON-TRAFFIC AREAS USE: PRECAST CONCRETE VAULT (UTILITY VAULT CO 233-LA, OR APPROVED EQUAL) OR PLASTIC VALVE BOX (UTILITY VAULT CO 1324-12L OR APPROVED EQUAL) C. IN TRAFFIC AREAS: A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE THE CITY OF EVERETT PRIOR TO INSTALLATION. D. IF A DAYLIGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 4" MIN LAYER OF FREE DRAINING GRAVEL AT THE BOTTOM OF BOX. E. ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR VALVE OPERATOR AND DCVA REPAIR OR MAINTENANCE. NOTES PARTS C A B E A 2" CLR WITH VALVE OPEN 8" MIN 12" MAX 24" MIN COVER 6" MIN E D FLOW 3" MIN 3" MIN 6" MIN 6" MIN 12/30/2016 520 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DOUBLE CHECK VALVE ASSEMBLY (DCVA) FOR 2-1/2" & SMALLER SERVICE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD520.DWG ---PAGE BREAK--- A. DUCTILE IRON PIPE. B. SPOOL IF NEEDED. C. NON-SHRINK GROUT. D. FLANGE COUPLING ADAPTOR WITH MEGA LUG OR GALVANIZED SHACKLE TO MAIN WITH 2- 3/4" RODS OR MJ RETAINER GLANDS. E. TEE (FL). F. GV SHALL BE WATEROUS 2500OR APPROVED EQUAL. G. PRV H. 90° ELL (ALL MJ WITH/MEGA LUGS). I. GV SHALL BE WATEROUS 2500 OR APPROVED EQUAL. J. PRV K. UTILITY VAULT CO LID WITH TRAFFIC LOADED LOCKING STEEL COVERS OR EQUAL. L. UTILITY VAULT CO PRECAST VAULT OR APPROVED EQUAL. M. 2" GRAVITY SUMP DRAIN EXTEND TO DAY-LIGHT OR TO STORM DRAINAGE SYSTEM. N. 1/4" GAUGE TAPS WITH 1/4" BALL VALVES FOR ISOLATION. PARTS 1. MINIMUM VAULT INSIDE HEIGHT SHALL BE 78", OR AS APPROVED BY THE CITY UTILITIES DEPARTMENT. 2. MINIMUM CLEARANCE BETWEEN PRV VALVES AND FLOOR SHALL BE 12". 3. PROVIDE LIQUID FILLED 2 1/2" PRESSURE GAUGES AMETEK SERIES 550L OR CITY APPROVED EQUAL. 4. ALL EQUIPMENT MUST BE RATED FOR SOURCE PRESSURE. 5. PIPING AND VALVES SHALL BE SUPPORTED BY POURED-IN-PLACE CONCRETE OR STEEL STANDS. NUMBER OF AND PLACEMENT OF STANDS TO BE DETERMINED BY CITY UTILITIES DEPARTMENT ACCORDING TO VALVE SIZE. 6. BRAND, SIZE, MINIMUM CLEARANCES, TYPE OF PRV AND ACCESSORIES TO BE DETERMINED BY CITY OF EVERETT UTILITIES DEPARTMENT. 7. PROVIDE NON-SLIP SURFACE ON ACCESS HATCH IF VAULT IS LOCATED IN PEDESTRIAN WALKWAY. NOTES HIGHER PRESSURE LOWER PRESSURE A B F N E B C D 3' MIN 3' MIN 1'6" (CLR) A I A H D A K G L D J H M A I C 6" MIN CLR 1'6" CLR PLAN 03/07/2017 521 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL PRESSURE REDUCING VALVE (PRV) INSTALLATION T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD521.DWG ---PAGE BREAK--- 1. TEE AND GATE VALVE REQUIRED ON MAIN. 2. SINGLE DETECTOR CHECKS ARE NOT APPROVED BACKFLOW PREVENTI0N DEVICES. 3. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION, AND RECERTIFICATION ANNUALLY BY OWNER. 4. ALL TEST COCKS MUST HAVE BRASS PLUGS. 5. MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS PROVIDED. 6. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS. 7. FIRE DEPARTMENT PUMPER CONNECTION MUST BE OF ASSEMBLY. 8. THE OSY VALVE CAN NOT BE USED AS A POST INDICATOR VALVE. (THESE ARE ONLY PART OF THE BACKFLOW ASSY.) NOTES A. UL-FM LISTED SOFT SEATED WA STATE APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH MUST BE INSTALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED. ASSEMBLY TO INCLUDE; TEST COCKS, 3/4" BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/8" REMOTE METER. METER TO READ IN CUBIC FEET, AND BE REMOTED TO AN EXTERNAL WALL OF BUILDING METER BOX. B. UNI-FLANGE WITH SET SCREWS OR MJ x FL ADAPTER WITH MEGALUG RESTRAINT FOR BOTH UPSTREAM AND OF ASSEMBLY. C. DUCTILE IRON PIPE (SIZED AS REQUIRED) CLASS 52. D. TWO GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2 1/2" DIA AND LARGER PIPE. E. A SUFFICIENTLY SIZED FLOOR DRAIN OR WALL FOOTING DRAIN MUST BE PROVIDED IN THE SAME ROOM. DRAIN TO SLOPE TO DAYLIGHT OR CONNECT TO STORM DRAIN SYSTEM. F. EXTERNAL DOOR WITH KEY IS REQUIRED. EITHER A LOCKSET IN THE DOOR HARDWARE OR A KEY VAULT (I.E. SUPRA S.S.) WITH A 1 5/8" DIAMETER X 1 1/8" LENGTH MORTISE CYLINDER. MORTISE CYLINDER MUST ACCEPT THE CITY STANDARD "BEST" LOCKING SYSTEM. THE WIDTH AND HEIGHT OF THE DOOR(S) MUST EXCEED THE WIDTH AND HEIGHT OF THE ASSEMBLY. CLEARANCE BOTH INSIDE AND OUTSIDE ROOM MUST BE SUFFICIENT TO REMOVE ASSEMBLY INTACT. THE ASSEMBLY MUST BE FULLY ACCESSIBLE (2FT MIN HORIZONTAL CLEARANCE TO ALL WALLS AND OR EQUIPMENT) FOR TESTING AND REPAIRS. G. FLUSHING CAPABILITIES MUST BE PROVIDED WITH A 2" FLUSHING LINE OF ASSEMBLY TO OUTSIDE OR SUFFICIENTLY SIZED INTERNAL DRAIN. H. WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL, ALL BENDS REQUIRED TO LOWER INLET PIPE TO PROVIDE REQUIRED EXTERNAL GROUND COVER SHALL BE FLANGE FITTINGS OR BE FITTED WITH HORIZONTAL AND VERTICAL THRUST RESTRAINTS. I. THE ROOM SHOULD BE INSULATED WITH R-19 INSULATION OR GREATER AND HEATED TO ABOVE FREEZING. ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. PARTS INTERIOR WALL OUTSIDE WALL PLAN FLOW ELEVATION OUTSIDE WALL CEILING FLOOR A B B C F 24" MIN CLR TYP C B D G E 6" MIN 12" MIN 7'2" MIN 12/30/2016 523 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DOUBLE CHECK DETECTOR VALVE ASSEMBLY (DCDA) 3" & LARGER SERVICE INSIDE A BUILDING T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD523.DWG ---PAGE BREAK--- IBC DEFINED MULTIFAMILY OR COMMERCIAL STRUCTURES THAT ARE REQUIRED TO HAVE A FIRE SPRINKLER SYSTEM MUST HAVE A SEPARATE FIRE SERVICE. THE SIZE OF FIRE SPRINKLER SERVICE AND METER SHALL BE CALCULATED BY A CIVIL ENGINEER OR FIRE SPRINKLER DESIGNER WHO IS SOLELY RESPONSIBLE FOR THIS CALCULATION. FIRE SERVICES LARGER THAN 2" MUST CONFORM TO STANDARD DRAWINGS 515 AND 523. THE FIRE SERVICE SIDE OF THE SYSTEM MUST HAVE A WA STATE APPROVED BACKFLOW PREVENTION DEVICE. SYSTEMS INSTALLED WITH THIS CONFIGURATION SHALL BE IN ACCORDANCE WITH NFPA 13R OR NFPA 13. PROVIDE CUT-SHEET FOR DEVICE SHOWING MAKE AND MODEL WITH PERMIT SUBMITTAL. IRC DEFINED SINGLE FAMILY, DUPLEX OR TOWNHOUSE STRUCTURES THAT ARE REQUIRED TO OR OPT TO HAVE A FIRE SPRINKLER SYSTEM MAY USE A SINGLE DOMESTIC WATER METER PER STANDARD DRAWING 501 OR 502. THE SIZE OF THE SERVICE METER SHALL BE CALCULATED BY THE CIVIL ENGINEER OR FIRE SPRINKLER DESIGNER, WHO IS SOLELY RESPONSIBLE FOR THESE CALCULATIONS. THE FIRE SERVICE SIDE OF THE SYSTEM MUST HAVE A WA STATE APPROVED BACKFLOW PREVENTION DEVICE, OR BE INSTALLED PER THE MULTIPURPOSE PIPING DIAGRAM. SYSTEMS INSTALLED IN THIS CONFIGURATION SHALL BE IN ACCORDANCE WITH NFPA 13D. W W W W W R/W R/W W W W W W R/W R/W W W WATER SERVICE FIRE SERVICE W WATER SERVICE FIRE SERVICE R/W R/W W W W W DEAD END FIRE SERVICE WATER SERVICE REQUIRED: · SINGLE CHECK VALVE. (PROVIDE CUT-SHEET OF CHECK VALVE WITH SUBMITTAL. CHECK VALVE SHALL BE WEIGHTED, NOT SPRING.) · FLOW SWITCH TO OUTSIDE ALARM BELL. (PROVIDE CUT-SHEET OF CHECK VALVE WITH SUBMITTAL) · 1/2" BALL VALVE SYSTEM DRAIN (TO OUTSIDE). · PRESSURE GAUGE. · 1/2" MIN LINES TO MINIMUM 2 TOILETS, AT LEAST ONE TOILET PER FLOOR, FOR EFFECTIVE FLOW THROUGH SYSTEM. 3 UNITS OR MORE 1 OR 2 UNITS MULTIPURPOSE PIPING SYSTEM DIAGRAM FOR 1 OR 2 UNITS WA STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY, OR USE MULTIPURPOSE PIPING SYSTEM DIAGRAM FOR 1 OR 2 UNITS MINIMUM 1" OR LARGER DOMESTIC WATER SERVICE/METER PER STANDARD DRAWING 501 OR 502 WATER MAIN 1" OR LARGER DOMESTIC WATER SERVICE/METER PER STANDARD DRAWING 501 OR 502 WA STATE APPROVED DOUBLE CHECK DETECTOR ASSEMBLY LOCATED NO FURTHER THAN 70' FROM MAIN) WATER MAIN 1" OR LARGER DOMESTIC WATER SERVICE METER PER STANDARD DRAWING 501 OR 502 FLOW SWITCH TO OUTSIDE BELL ALARM SINGLE CHECK VALVE (WEIGHTED) 1/2" BALL VALVE SYSTEM DRAIN (TO OUTSIDE) PRESSURE GAUGE 1/2" MIN LINE (TYP) BATHROOM TOILET (TYP) (NO CONNECTION TO WASHING MACHINES ALLOWED IN FIRE SYSTEM) 10' MAX THIS IS A SCHEMATIC DIAGRAM OF THE MINIMUM REQUIREMENTS FOR A MULTIPURPOSE PIPING SYSTEM, PER NFPA 13D. ALL APPLICABLE CODES ARE TO BE FOLLOWED IN THE DESIGN AND INSTALLATION OF THE RESIDENTIAL PLUMBING. CONTACT THE CITY OF EVERETT FIRE MARSHAL'S OFFICE AT (425) 257-8124 OR (425) 257-8120 TO DISCUSS SPECIFIC PROJECTS. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD524.DWG 1/23/2019 4:45 PM 09/24/2018 524 RYAN SASS R. HEFTI PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. RESIDENTIAL FIRE SPRINKLER SYSTEM METERING REQUIREMENTS ---PAGE BREAK--- A. METER/SAMPLING ASSEMBLY WILL BE INSTALLED BY CITY UTILITIES DEPARTMENT. B. PLUG METER SETTER ON SERVICE SIDE WITH 3/4" BRASS PLUG. R/W PRIVATE PUBLIC 30" MIN COVER 24" MIN 9" MIN 12" MAX INSTALL PARTS AND FITTINGS PER STANDARD DRAWING 501 UNLESS OTHERWISE NOTED. A 12" B PARTS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD525.DWG PLOTTED: 1/23/2019 4:45 PM 04/07/2017 525 RYAN SASS R. HEFTI PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 3/4" MID POINT SAMPLING TEE ---PAGE BREAK--- REQUIRED FLOW & OPENINGS TO FLUSH PIPELINES * * WITH A 40-PSI PRESSURE IN THE MAIN AND THE HYDRANT FLOWING TO ATMOSPHERE, A 2-1/2 IN. (64MM) HYDRANT OUTLET WILL DISCHARGE APPROXIMATELY 1000 GPM; AND A 4-1/2 HYDRANT OUTLET WILL DISCHARGE APPROXIMATELY 2500 GPM. NUMBER OF TAPS ON PIPE BASED ON DISCHARGE THROUGH 5 FT OF GALVANIZED IRON (GI) PIPE WITH ONE 90° ELBOW. ALTERNATE HOSE DIAMETERS AND MAY BE USED IF CALCULATIONS SUPPORTING THEIR USE ARE PREVIOUSLY APPROVED BY THE CITY UTILITIES DEPARTMENT. FLOW REQUIRED TO PRODUCE 2.5 FT/S (APPROX.) VELOCITY IN MAIN 8 12 10 6 4 PIPE DIAMETER IN 100 400 200 900 600 GPM LINE DRAINING ASSEMBLY 18" MIN 12" MIN 24" MIN A. HYDRANT ON EXISTING DISTRIBUTION MAIN. B. 2-1/2 IN CONTROL VALVE. C. WA STATE APPROVED BACK FLOW PREVENTER (DOUBLE CHECK VALVE ASSEMBLY). D. SUPPLY HOSE (CLEAN, DISINFECTED POTABLE WATER HOSE ONLY). SEE TABLE BELOW FOR DIAMETER AND MAXIMUM LENGTH. E. DISINFECTANT INJECTION FITTING. F. SAMPLING TAP, 1/2 IN HOSE BIBB, PLAIN END. G. CONTROL VALVE. H. TEMPORARY CAP-FULL MECHANICAL RESTRAINT OR THRUST BLOCK REQUIRED. I. FLUSHING DISCHARGE PIPE. CAP WHEN NOT IN USE. MAY REQUIRE DECHLORINATION. DO NOT ALLOW DISCHARGE TO DRAIN TO TRENCH. NUMBER OF 2 1/2" HYDRANT OUTLETS USING 2 1/2" DIA SUPPLY HOSE NUMBER OF TAPS ON PIPE SIZE OF TAP, INCHES - - - - 1 2 - 3 1 - 1 1/2 1 1 2 2 - - 2 2 DIA HOSE) 2 1 1 2 LINE FILLING ASSEMBLY MAXIMUM LENGTH OF SUPPLY HOSE FT 500 100 100 100 100 PARTS: NEW WATER MAIN F A E D C B I F G G H H T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD526.DWG PLOTTED: 1/23/2019 4:45 PM 04/07/2017 526 RYAN SASS R. HEFTI PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SAMPLING AND FLUSHING ASSEMBLIES ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 7 600 SANITARY SEWER 601 Typical Side Sewer Layouts 602 Typical Side Sewer Connections, Types A, B, C, & D 603 Typical Side Sewer Connections, Two way clean-outs 604 Sewer Clean-Out, Type 1, 2, 3 & 12" Cast Iron Ring & Cover 605 Type 1 Manhole 48”, 54”, & 60" 606 Type 2 Manhole 72”, 84" & 96”, with 48" or 54" Riser 607 Type 3 SS or CS Manhole 48”, 54”, 60”, 72”, 84" & 96”, with 48" or 54" Riser 608 Polypropylene Ladder 609 Alternate Polypropylene Plastic Steps 610 Hinged Manhole Frame and Cover 611 Standard Manhole Frame and Cover 612 Outside Drop Manhole Connection 613 Inside Drop Manhole Connection 614 Typical Trench Section 615 Bedding for Pipe in Trenches 616 Typical Sewer Connection to Existing Sewer Mains 617 Alternate Sewer Connection to Existing/New Concrete Sewer Main 618 Casing Detail - Prefabricated skids 619 Casing Detail - Field Assembled skids 620 Typical Trench Compaction 621 Grinder Pump Connection to Sanitary Sewer 622 Back-Water Valve Connection to Sanitary Sewer ---PAGE BREAK--- CLEAN OUT REQUIRED AT ALL ANGLE POINTS OVER 45° 1. SEE SECTION 7 OF STANDARD SPECIFICATIONS FOR ROADS; BRIDGE AND MUNICIPAL CONSTRUCTION WSDOT/APWA AND CITY SPECIAL PROVISIONS SECTION 7-18 FOR DETAILS AND REQUIREMENTS ON LATERALS. 2. ALL CLEAN OUT'S ON PRIVATE PROPERTY ARE TO BE ADJUSTED TO GRADE IF IN PAVED AREAS PER STANDARD DRAWING 604. 3. CLEAN OUT'S ARE TO BE CONSTRUCTED WITH WYES OR SANITARY "T"S (SWEEPS). STRAIGHT "T"S ARE NOT PERMITTED. 4. ALLOWABLE GRADES ARE 2% (1/4"/FT) MINIMUM TO 100% (FT/FT) MAXIMUM. 5. SEWER MUST BE STRAIGHT BETWEEN ANGLE POINTS, CHANGES IN LINE OR GRADE SHALL BE MADE WITH APPROVED FITTINGS. 6. NORMALLY ONLY ONE(1) CONNECTION TO THE SEWER MAIN PER BLDG. IS ALLOWED. TWO DIFFERENT LAYOUTS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY! 1. CONNECTION TO SEWER MAIN PER SEC. 7 OF STANDARD SPECIFICATIONS AND SPECIAL PROVISIONS AND STANDARD DRAWING 602. 2. INSTALL 6" MINIMUM PIPE SIZE IN RIGHT OF WAY. 3. INSTALL 6" CLEAN OUT PER STANDARD. DRAWING 604. 4. PRIVATE SIDE SEWER PIPE DIAMETER: 4" MINIMUM FOR SINGLE FAMILY 6" MINIMUM FOR ALL OTHER USES. SEWER MAIN LINE PROPERTY INSTALL CLEAN OUT AT BLDG. CONNECTION 5' MAXIMUM IF GREATER THAN 5' INSTALL ADDITIONAL CLEAN OUT AT BUILDING CONNECTION. NOTES GENERAL NOTES 100' MAXIMUM TYPICAL ALTERNATES 4 3 2 1 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD601.DWG PLOTTED: 1/23/2019 4:45 PM 12/30/2016 601 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL SIDE SEWER LAYOUTS ---PAGE BREAK--- 2% MIN. SLOPE GRADE ELEVATION TYPE TYPE GRADE ELEVATION GRADE ELEVATION 2% MIN. SLOPE TYPE INSTALL CAP NOT PLUG APPROVED COUPLING EXISTING SIDE SEWER 4" OR 6" 6"x6" OR 6"X4" SAN TEE/WYE SEE SHEET 604 INSTALL CAP NOT PLUG 7' MIN GRADE ELEVATION TYPE PVC SEWER MAIN (SEE CONNECTION NOTES 2 & 3) 6" PVC ASTM D3034, SDR35 OR AWWA C900 PVC SEWER MAIN (SEE CONNECTION NOTES 2 & 3) APPROVED COUPLING EXISTING SIDE SEWER APPROVED COUPLING EXISTING SIDE SEWER APPROVED COUPLING EXISTING SIDE SEWER PROPERTY LINE OR RIGHT-OF-WAY TYP 6" PVC ASTM D3034, SDR35 OR AWWA C900 6' MIN 12" X 12" CIP CONCRETE BLOCK. CONCRETE SHALL BE COMMERCIAL CONCRETE MIX AS CALLED OUT IN WSDOT STD SPECS OR SANDBAG FILLED WITH 60LBS MIN OF DRYMIX CONCRETE. SANDBAG FILLED WITH 60LBS MINIMUM DRY MIX CONCRETE (OR CONCRETE BLOCK, SAME AS TYPE 2%MIN. SOPE SHALLOW SIDE SEWER 6" PVC ASTM D3034, SDR35 OR AWWA C900 FUTURE DEEPER SIDE SEWER 6" PVC ASTM D3034. SDR35 OR AWWA C900 "DEEP SOCKET" FITTINGS AT EACH END OF VERTICAL PIPE SECTION "GPK PRODUCTS" OR EQUAL 6' MIN PVC SEWER MAIN (SEE CONNECTION NOTES 33) 1. PVC SIDE SEWER CONNECTIONS TO PVC NEW MAINS SHALL BE FACTORY TEES. 2. TYPE A & B SHALL BE USED ONLY WHEN SEWER MAIN DEPTH EXCEEDS 15 FEET OR AS APPROVED BY THE ENGINEER. TYPE D SHALL BE USED WHEN EXISTING SIDE SEWER IS SHALLOW (LESS THAN 6' DEPTH AT PROPERTY LINE) 3. CONNECTIONS TO EXISTING CONCRETE SEWER MAINS SHALL BE MADE PER STANDARD DRAWINGS 612 & 613 OR BY APPROVED MANUFACTURED CONCRETE TEE. 4. SEE STANDARD DRAWING 604. WHERE RING AND COVER INSTALLATIONS ARE SHOWN FOR PAVED AND UNPAVED AREAS, FIELD CONDITIONS WILL DICTATE WHICH INSTALLATION IS APPROPRIATE. 5. CONNECTIONS TO EXISTING HDPE SEWER MAINS SHALL BE MADE PER STANDARD DRAWING 612 OR SIDE-WALL FUSION. NOTES ⅊ ⅊ ⅊ ⅊ 35°MIN 45°MAX SANDBAG FILLED WITH 60LBS MINIMUM DRY MIX CONCRETE (OR CONCRETE BLOCK, SAME AS TYPE 35°MIN 45°MAX 35°MIN 45°MAX SANDBAG FILLED WITH 60LBS MINIMUM DRY MIX CONCRETE (OR CONCRETE BLOCK, SAME AS TYPE SEE SHEET 604 SEE SHEET 604 SEE SHEET 604 12/30/2016 602 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD602.DWG TYPICAL SIDE SEWER CONNECTIONS TYPE A, B, C, & D ---PAGE BREAK--- SEE CONNECTION NOTE 4 1. OPPOSING CLEANOUTS SHALL BE INSTALLED. 2. CLEAN-OUT PIPE AND FITTINGS SHALL BE PVC ASTM D3034, SDR 35 OR AWWA C900. 3. SANITARY TEE OR WYE FITTINGS SHALL BE INSTALLED. STRAIGHT TEES ARE NOT ALLOWED. 4. TWO-WAY SEWER CLEAN OUTS ARE ONLY REQUIRED WHERE DIRECTED BY THE CITY. 6' MIN. COVER FERNCO (STRONGBACK STYLE) FLEXIBLE COUPLING REDUCER IF NECESSARY OR FITTINGS AS REQUIRED. 6" WYE SEE NOTE 3 STANDARD WATER METER BOX AND LID SIDE SEWER TO BUILDING SIDE SEWER TO BUILDING FLEXIBLE COUPLING WITH STAINLESS STEEL CLAMPING BANDS TYP. 2-6"WYE FITTINGS FOR STREETS FOR ALLEYS PROPERTY LINE OR RIGHT-OF-WAY TYP VARIES TWO-WAY SEWER CLEANOUT NOTES R/W R/W FLOW FLOW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD603.DWG 2/27/2017 603 RYAN SASS DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL SIDE SEWER CONNECTIONS TWO-WAY CLEAN-OUTS ---PAGE BREAK--- PERMANENT INSTALLATIONS TYPE 1 PAVED AREAS TYPE 2 UNPAVED AREAS CAST IRON BOLTED RING & COVER TYPE 1 & 2 (SEE NOTE PAVED SURFACE 6" GASKETED SPIGOT CAP OR MECHANICAL PLUG TYPE 1 & 2 12" CONCRETE COLLAR (COMMERCIAL CONC) TYP. SEAL ANNULAR SPACE WITH FIBER JOINT PACKING OR URETHANE FOAM TYP. TYPE 1 & 2 SEE STANDARD DRAWING 602 16" PROPERTY LINE OR RIGHT-OF-WAY TYP 30" SQ TYP. 12" DIA PVC SLEEVE TYP. TYPE 1 & 2 SEE NOTES 6 AND 7 10' E R W S E TYPE 3 UNPAVED AREA TEMPORARY INSTALLATION FOR NEW DEVELOPMENT 12" MAX (SEE NOTE 5) 12" CAST IRON BOLTED RING AND COVER SS BOLTS PLAN SECTION 1. CLEAN-OUT PIPE AND FITTINGS SHALL BE PVC, ASTM D3034, SDR 35 OR AWWA C900. 2. A SANITARY TEE MAY BE INSTALLED IN LIEU OF A WYE AS SHOWN. STRAIGHT TEES ARE NOT ACCEPTABLE. 3. SEWER STUB WILL BE EXTENDED 10' BEYOND PROPERTY LINE TO PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO BUILDING IS INSTALLED. 4. TYPE 3 TEMPORARY INSTALLATIONS (NEW DEVELOPMENT) SHALL HAVE A PRESSURE TREATED 2"X4" STUB MARKER THAT EXTENDS DOWN TO A MIN OF 24" BELOW GROUND. A MIN OF 36" SHALL EXTEND ABOVE GROUND. STUB MARKER SHALL BE PAINTED WITH WHITE TRAFFIC PAINT. THE WORD "SEWER" AND THE DEPTH IN FEET FROM GROUND SURFACE TO SEWER STUB PIPE INVERT SHALL BE PAINTED ON THE MARKER WITH 3" HIGH BLACK PAINTED LETTERS. 5. CAST IRON BOLTED RING AND COVER SHALL BE EAST JORDAN IRON WORKS NO. 3660CPT OR EQUAL. 6. RING AND COVER INSTALLATION IS SHOWN FOR PAVED AND UNPAVED AREAS, FIELD CONDITIONS WILL DICTATE WHICH INSTALLATION IS APPROPRIATE. 7. RING AND COVER WITH CONCRETE COLLAR MAY BE PLACED AT GROUND SURFACE IN UNPAVED AREAS IF DESIRED. NOTES R/W LANDSCAPED OR UNPAVED SURFACE 30" SQ 6" GASKETED SPIGOT CAP OR MECHANICAL PLUG TYPE 1 & 2 4" 12 7/8"MIN 10 1/2" MIN 18"MIN 10' (NOTE 4) 6" GASKETED CAP SEE STD DETAIL 602 STUB MARKER (NOTE 4) R/W SEE STANDARD DRAWING 602 03/30/2017 604 RYAN SASS DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SEWER CLEAN-OUT TYPE 1, 2, 3 & 12" CAST IRON RING & COVER ---PAGE BREAK--- NOTES DIA MAXIMUM KNOCK OUT SIZE MANHOLE DIMENSIONS TABLE 48" 24:1 SLOPE NOTE: KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. SEPARATE BASE CAST IN PLACE INTEGRAL BASE PRECAST WITH RISER SEPARATE BASE PRECAST 1. MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH AASHTO M-199 (ASTM C 478) UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN STANDARD SPECIFICATIONS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000. NON-REINFORCED CONCRETE IN CHANNEL AND SHELF SHALL BE 7 SACK MIX SAND AND CEMENT GROUT. ALL PRECAST CONCRETE SHALL BE CLASS 4000. 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS FOR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OR 2" MINIMUM. 4. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND BE PLACED IN THE UPPER HALF OF THE BASE WITH 1" MINIMUM CLEARANCE. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DIAMETER PLUS MANHOLE WALL THICKNESS. 6. MANHOLE DIA. DEPENDS ON: SIZE, LOCATION AND NUMBER OF PENETRATIONS FOR PIPES. MANHOLE DESIGN AND SIZE SHALL BE APPROVED AND WARRANTED BY THE MANHOLE SUPPLIER. 7. FOR HEIGHTS OVER 25' MANHOLE BASE SLAB SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. 8. CONCRETE CHANNEL AND SHELF SHALL BE FIELD-FORMED EXCEPT WHERE APPROVED IN ADVANCE BY CITY. 48", 54" OR 60" PRECAST RISER SECTIONS FIELD-FORMED CHANNEL AND SHELF (SEE NOTE 8) REINFORCING STEEL TYPICAL 12" 6" GRAVEL BACKFILL FOR PIPE ZONE BEDDING. COMPACT 95% OF STD DENSITY. MORTAR FILLET 12" MAX MANHOLE FRAME AND COVER PER STANDARD DRAWING 610 OR 611. CIRCULAR ADJUSTMENT SECTION TYPICAL ECCENTRIC CONE SECTION RUBBER GASKET AT JOINTS TYPICAL 12" TYP 16" MAX 4" MIN 28" MAX 8' MIN 25'-0" MAX LADDER PER STD 606 STEPS PER STD 606A STEPS IN MH ENTRY AREA SHOULD EXTEND ONLY 3" MAX FROM WALL (USED AS HANDHOLDS NOT STEPS) SEE STD 609. 6" CLR TYPICAL 12" 6" GRAVEL BACKFILL FOR PIPE ZONE BEDDING RING WATER STOP 1" MIN 2.5" MAX 54" 60" WALL THICKNESS BASE THICKNESS 4" 4.5" 5" 6" 8" 8" 36" 42" 48" MINIMUM DISTANCE BWT KNOCKOUTS 8" 8" 8" SEPARATE BASE 0.23 0.19 0.25 INTEGRAL BASE BASE REINFORCING STEEL IN²/FT IN EACH DIRECTION 0.15 0.19 0.25 6" 03/30/2017 605 RYAN SASS DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD605.DWG TYPE 1 MANHOLE 48", 54" & 60" ---PAGE BREAK--- 24:1 SLOPE SEPARATE BASE CAST-INPLACE INTEGRAL BASE PRECAST WITH RISER SEPARATE BASE PRECAST 12" MAX 12" 6" 1" MIN 2.5" MAX 72", 84" OR 96" 72" MIN 48" OR 54" 16" MAX 4" MIN 28" MAX 25'-0" MAX 12" 6" NOTES DIA MAXIMUM KNOCK OUT SIZE MANHOLE DIMENSIONS TABLE 72" NOTE: KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. 1. MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH AASHTO M-199 (ASTM C 478) UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN STANDARD SPECIFICATIONS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000. NON-REINFORCED CONCRETE IN CHANNEL AND SHELF SHALL BE 7 SACK MIX SAND AND CEMENT GROUT. ALL PRECAST CONCRETE SHALL BE CLASS 4000. 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS FOR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OR 2" MINIMUM. 4. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND BE PLACED IN THE UPPER HALF OF THE BASE WITH 1" MINIMUM CLEARANCE. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DIAMETER PLUS MANHOLE WALL THICKNESS. 6. MANHOLE DIA. DEPENDS ON: SIZE, LOCATION AND NUMBER OF PENETRATIONS FOR PIPES. MANHOLE DESIGN AND SIZE SHALL BE APPROVED AND WARRANTED BY THE MANHOLE SUPPLIER. 7. FOR HEIGHTS OVER 25' MANHOLE BASE SLAB DESIGN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. 8. CONCRETE CHANNEL AND SHELF SHALL BE FIELD-FORMED EXCEPT WHERE APPROVED IN ADVANCE BY CITY. 84" 96" WALL THICKNESS BASE THICKNESS 6" 8" 8" 8" 12" 12" 60" 72" 84" MINIMUM DISTANCE BWT KNOCKOUTS 12" 12" 12" SEPARATE BASE 0.35 0.39 0.39 INTEGRAL BASE BASE REINFORCING STEEL IN²/FT IN EACH DIRECTION 0.24 0.29 0.29 6" 12" TYP PRECAST RISER SECTIONS FIELD-FORMED CHANNEL AND SHELF (SEE NOTE 8) REINFORCING STEEL TYPICAL GRAVEL BACKFILL FOR PIPE ZONE BEDDING. COMPACT 95% OF STD DENSITY. MANHOLE FRAME AND COVER PER STANDARD DRAWING 610 OR 611. CIRCULAR ADJUSTMENT SECTION TYPICAL ECCENTRIC CONE SECTION RUBBER GASKET AT JOINTS TYPICAL STEPS IN MH ENTRY AREA SHOULD EXTEND ONLY 3" MAX FROM WALL (USED AS HANDHOLDS NOT STEPS) SEE STD 609. 6" CLR TYPICAL Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD606.DWG WSDOT STD PLAN B-15.40.00, MANHOLE TYPE 2 ACCEPTABLE SUBSTITUTE 03/30/2017 606 RYAN SASS DAVID VOIGT PAUL WILHELM ESH TYPE 2 MANHOLE 72", 84" & 96" WITH 48" OR 54" RISER ---PAGE BREAK--- 24:1 SLOPE 12" 6" 1" MIN 2.5" MAX 12" TYP 48", 54", 60", 72", 84" OR 96" 12" MAX 28" MAX 16" MAX 4" MIN WSDOT STD PLAN B-15.60.00, MANHOLE TYPE 3 ACCEPTABLE SUBSTITUTE SEPARATE BASE PRECAST 12" 6" NOTES DIA MAXIMUM KNOCK OUT SIZE MANHOLE DIMENSIONS TABLE 72" NOTE: KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. 1. MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH AASHTO M-199 (ASTM C 478) UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN STANDARD SPECIFICATIONS. 2. ALL RREINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000. NON-REINFORCED CONCRETE IN CHANNEL AND SHELF SHALL BE 7 SACK MIX SAND AND CEMENT GROUT. ALL PRECAST CONCRETE SHALL BE CLASS 4000. 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS FOR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OR 2" MINIMUM. 4. ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND BE PLACED IN THE UPPER HALF OF THE BASE WITH 1" MINIMUM CLEARANCE. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DIAMETER PLUS MANHOLE WALL THICKNESS. 6. MANHOLE DIA. DEPENDS ON: SIZE, LOCATION AND NUMBER OF PENETRATIONS FOR PIPES. MANHOLE DESIGN AND SIZE SHALL BE APPROVED AND WARRANTED BY THE MANHOLE SUPPLIER. 7. FOR HEIGHTS OVER 25' MANHOLE BASE SLAB DESIGN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. 8. CONCRETE CHANNEL AND SHELF SHALL BE FIELD-FORMED EXCEPT WHERE APPROVED IN ADVANCE BY CITY. 84" 96" WALL THICKNESS BASE THICKNESS 6" 8" 8" 8" 12" 12" 60" 72" 84" MINIMUM DISTANCE BWT KNOCKOUTS 12" 12" 12" SEPARATE BASE 0.35 0.39 0.39 INTEGRAL BASE BASE REINFORCING STEEL IN²/FT IN EACH DIRECTION 0.24 0.29 0.29 GRAVEL BACKFILL FOR PIPE ZONE BEDDING. COMPACT TO 95% OF STD DENSITY. 48" 54" 60" 4" 4.5" 5" 6" 8" 8" 36" 42" 48" 8" 8" 8" 0.23 0.19 0.25 0.15 0.19 0.25 SEPARATE BASE CAST-INPLACE INTEGRAL BASE PRECAST WITH RISER MANHOLE FRAME AND COVER PER STANDARD DRAWING 610 OR 611. CIRCULAR ADJUSTMENT SECTION TYPICAL STEPS IN MH ENTRY AREA SHOULD EXTEND ONLY 3" MAX FROM WALL (USED AS HANDHOLDS NOT STEPS) SEE STD 609. RUBBER GASKET AT JOINTS TYPICAL FLAT SLAB TOP STEPS OR LADDER PER STD 606 OR 609 FIELD-FORMED CHANNEL AND SHELF (SEE NOTE 8) REINFORCING STEEL (TYP.) GRAVEL BACKFILL FOR PIPE ZONE BEDDING. COMPACT TO 95% OF STD DENSITY. MORTAR FILLET 6" 25'-0"MAX RING WATER STOP T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD607.DWG Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 03/30/2017 607 RYAN SASS DAVID VOIGT PAUL WILHELM ESH TYPE 3 SS OR CS MANHOLE 48", 54", 60", 72", 84" & 96" WITH 48" OR 54" RISER ---PAGE BREAK--- 11-1/2" 12" TYPICAL 3-1/2" ANCHOR T0 OR EMBED IN FIELD-FORMED CHANNEL SHELF A MIN OF ANCHOR PADS 2-3/4" X 2" WITH TWO 7/8" DIA HOLES ANCHOR USING TWO 1/2"DIA 3" STAINLESS STEEL ANCHOR BOLTS 3/4" RADIUS ANCHOR TO PRE-CAST VERTICAL STRUCTURE. 4" MIN 12" MIN NOTES 1. STEPS SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING TO: (A)ASTM C 478 AND AASHTO M-199, ANCHOR-BOLTS SHALL HAVE A MINIMUM HORIZONTAL PULLOUT RATING OF 1500 LBS. ASTM A615 GRADE 60 (DEFORMED REINFORCING STEEL BAR). (C)POLYPROPYLENE CONFORMS TO D-4101. 2. MANHOLE STEPS SHALL HAVE MOLDED SAFETY HAND GRIP. RED REFLECTORS ARE PREFERRED. 3. ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. 4. THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE CAST MONOLITHICALLY. MINIMUM COVER SHALL BE 3/16-INCH. 5. STEP RUNGS SHALL BE SPACED AT A MAXIMUM OF 14 INCHES. 6. STEPS SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED PROCEDURE. RAIL 9/16" ROUND BAR RUNG 1/2" GRADE 60 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD608.DWG 1/23/2019 4:47 PM Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 12/30/2016 608 RYAN SASS DAVID VOIGT PAUL WILHELM ESH POLYPROPYLENE LADDER ---PAGE BREAK--- NOTES 11 1/2" 14" PLAN SIDE ELEVATION SECTION A-A ELEVATION 13" 1. STEPS SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING TO: A. ASTM D 478 AND AASHTO M-199, MINIMUM HORIZONTAL PULLOUT RATING SHALL BE 1500 LBS. B. ASTM A 615 GRADE 60 (DEFORMED REINFORCING STEEL BAR). 2. ONLY STEPS APPROVED BY THE ENGINEER SHALL BE USED. 3. ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. 4. THE MINIMUM TOTAL CROSS-SECTIONAL AREA OF THE EXPOSED PORTION OF THE STEP, INCLUDING THE 1/2-INCH DEFORMED REINFORCING STEEL BAR, AND EXCLUDING THE NON-SLIP TREAD SURFACE, SHALL BE ONE SQUARE INCH 5. THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE CAST MONOLITHICALLY. MINIMUM COVER SHALL BE 3/16-INCH. 6. THE FOLLOWING DIMENSIONS SHALL APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS OR STANDARD PLANS FOR SPECIFIC STRUCTURES: D=6" E=3 1/4" ±1/4" 7. STEP RUNGS SHALL BE SPACED AT A MAXIMUM OF 14-INCHES. 8. STEPS SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED PROCEDURE. 9. STEPS IN THE CONE AND RISER SECTIONS WILL HAVE 6" EXTENSION FROM WALL. STEPS INSTALLED ABOVE CONE OR TOP SLAB SHALL BE A MAX OF 3" EXTENSION FROM WALL AND USED AS HANDHOLD. ALSO SEE 605A, 605B OR 605C. DIMENSION FOR TREAD EXTENSION FROM WALL (SEE NOTE 9) NON-SLIP TREAD SURFACE EXTRACTION RESISTANT SURFACE NON-SLIP PATTERN 1/2" GRADE 60 REINFORCING STEEL BAR 1 1/8" 15/16" A A 3 1/4" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD609.DWG 1/23/2019 4:47 PM 12/30/2016 609 RYAN SASS DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ALTERNATE POLYPROPYLENE PLASTIC STEPS ---PAGE BREAK--- CI T Y O F EV ER E T T S E W E R H Ø O Ø A DIMENSIONS (INCHES) REFERENCE A O H CDPA60EH 33-1/2 24 4 GASKET RING AT SEAT BETWEEN COVER AND FRAME PICK/KEY HOLE HINGE 00104042L01 34 24 4 NON-SLIP 4L TREAD PATTERN SEE NOTE 2 NOTES 1. MANHOLE COVER AND FRAME SHALL BE AS MANUFACTURED BY PAMREX, EAST JORDAN IRON WORKS (EJIW) OR APPROVED EQUAL. COVER SHALL BE MANUFACTURED FROM DUCTILE IR0N, ASTM A536. 2. COVER SHALL BE STAMPED "SEWER", OR "DRAIN" DEPENDING ON APPLICATION. 3. COVERS SHALL BE HINGED AND INCORPORATE A 90 DEGREE SAFETY CATCH BLOCKING SYSTEM TO PREVENT ACCIDENTAL CLOSURE AND REMOVABLE AT 120° OPEN. FRAME AND COVER SHALL EXCEED AASHTO H20, M306 OR M105 LOADINGS.. 4. FRAMES SHALL BE CIRCULAR, INCORPORATE A SEATING RING AND A FITTED PLUG IN EACH HINGE HOUSING, AND BE AVAILABLE IN A 24 INCH MINIMUM CLEAR OPENING. THE STANDARD FRAME DEPTH SHALL NOT EXCEED 5 INCHES, AND THE FLANGE SHALL INCORPORATE BEDDING SLOTS, BOLT HOLES, AND LIFTING EYES. 5. SHALL BE USED FOR ALL NEW SEWER MANHOLES AND WHERE EXISTING STANDARD MANHOLE FRAME AND COVER ARE TO BE REPLACED. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD610.DWG 1/23/2019 4:47 PM MANUFACTURE PAMREX EJIW 01/03/2019 610 DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. HINGED MANHOLE FRAME & COVER RYAN SASS ---PAGE BREAK--- T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD611.DWG 1/23/2019 4:47 PM 01/03/2019 611 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. STANDARD MANHOLE FRAME & COVER 1. MANHOLE FRAMES SHALL BE GRAY IRON CONFORMING TO THE REQUIREMENTS OF AASHTO M 105, GRADE 30B. 2. MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536, GR 80-55-06 3. LOCKING COVER TO BE USED AT OFF-STREET LOCATIONS AND OTHER LOCATIONS AS DIRECTED. THE COVER SHALL BE LOCKED DOWN WITH 3-5/8" S.S SOCKET HEAD CAP SCREWS. 4. FRAME AND COVER SHALL BE TESTED FOR ACCURACY OF FIT AND SHALL BE MARKED IN SETS FOR DELIVERY. 5. SHALL BE USED ONLY WHERE DIRECTED BY THE CITY OR APPROVED IN ADVANCE. 6. COVER SHALL BE STAMPED "SEWER" OR "DRAIN" DEPENDING ON APPLICATION. 3 1/2" 24" 34" 27 3/4" 26 1/2" 26 1/4" 23 3/4" 7/8" 3/4" 5" OR 6" 1 7/8" NOTES 5" SECTION A-A 5/8" 60° 120° 5" 1 7/8" 1" TYP 30° LOCATION OF CAM LOCKS ON LOCKING TYPE COVERS PLAN A A 3/8" HIGH CLEATS AND LETTERS WITH 1/8" VERTICAL TAPER 3/4"x3" BASE, 1/2"x2-3/4" TOP 1" DIAMETER LIFT HOLE(TYP), 3 PLACES 3" RAISED LETTERS 1/2" THICK WEBS, 8 PLACES 2 5/16" TYP 3/4" RIBS, 6 PLACES 1/2" ---PAGE BREAK--- ELEVATION SECTION A-A TYPICAL MANHOLE PER STANDARD DRAWING 605, 606 OR 607 NON-SHRINK CEMENT GROUT SHELF ELEVATION AT OR ABOVE HIGHEST CROWN FIELD-FORMED CHANNEL TO MAIN LINE NON-SHRINK GROUT MANHOLE BASE SEE STD 605, 606 OR 607 COMPACTED GRAVEL BASE DIP 90° BEND MIN CLEAR TO BASE COMMERCIAL CONCRETE BLOCK POURED IN PLACE BACKFILL WITH COMPACTED MATERIAL AS DIRECTED BY ENGINEER FLEXIBLE JOINT ONE LENGTH OF DUCTILE IRON PIPE CLASS 50 TO SOLID BEARING WHEN SPAN IS MORE THAN 48" DUCTILE IRON PIPE TEE A A DUCTILE IRON PIPE SLEEVE 3"MAX 2"MIN CLEARANCE 6"MIN 1"MAX 6" MIN TYP LOCATE MANHOLE STEPS AND LADDER ADJACENT TO DROP PIPE DISCHARGE 20' MAX T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD612.DWG 1/23/2019 4:48 PM WSDOT STD PLAN B-85.50.00 ACCEPTABLE SUBSTITUTE 12/30/2016 612 RYAN SASS DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. OUTSIDE DROP MANHOLE CONNECTION DUCTILE IRON PILE ---PAGE BREAK--- 54" MINIMUM DIAMETER MANHOLE REQUIRED 2" MAX 4' MIN NOTE: LOCATE MANHOLE STEPS AND LADDER ADJACENT TO DROP PIPE DISCHARGE. SEE SEC STANDARD DRAWING 612 GASKETED PIPE ADAPTOR ON SOLID BEARING ONE LENGTH OF PVC ASTM 3034 (SDR) 35 PIPE TO SOLID BEARING CORE DRILL WALL AND FILL ANNULAR SPACE WITH NON-SHRINK GROUT APPROVED TEE 1" MIN 12 GAUGE STAINLESS STRAPS WITH STAINLESS STEEL BOLTS TO MANHOLE WALL WITH MAXIMUM SPACING OF 5 FEET SHELF ELEVATION AT OR ABOVE HIGHEST CROWN, TYP MATCH CROWNS CHANNEL TO MAIN LINE MANHOLE SEE STANDARD DRAWING 605, 606 OR 607 APPROVED BEND CAST INTO BASE 12" MAX DIA PVC ASTM 3034, SDR 26 OR 35 BACKFILL PER STANDARD DRAWING 601 (TYP) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD613.DWG 1/23/2019 4:48 PM 06/23/2017 613 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. INSIDE DROP MANHOLE CONNECTION ---PAGE BREAK--- 1 1 1 1 NOTES 1. W = MAXIMUM WIDTH OF TRENCH. FOR PIPES 15" OR LESS IN DIA W=40". FOR PIPES 18" OR GREATER W=1.5 X I.D. + 18". PIPE MUST BE CENTERED IN TRENCH. 2. ALTERNATE SLOPING TRENCH WALL TO MEET O.S.H.A. REQUIREMENTS (NO SLOPES STEEPER THAN 1:1 EXCEPT FOR ROCK). 3. SUITABLE NATIVE MATERIAL OR IMPORTED GRAVEL BORROW AS DIRECTED. COMPACT TO 90% MAXIMUM DENSITY. 4. FOUNDATION GRAVEL IF REQUIRED BY THE ENGINEER TO REPLACE UNSUITABLE MATERIAL. SHALL BE FOUNDATION MATERIAL CLASS A, B OR AS APPROVED BY THE ENGINEER. 5. FOR ADDITIONAL COMPACTION INFORMATION SEE STANDARD DWG 615. 6. IF DIRECTED BY THE ENGINEER THE TOP THREE TO FIVE FEET OF BACKFILL SHALL BE IMPORTED GRAVEL BORROW OR SUITABLE NATIVE MATERIAL COMPACTED TO 95% MAXIMUM DENSITY. 7. SEE CITY OF EVERETT STANDARD DWG 326 FOR PAVEMENT PATCH DETAILS. 8. VERTICAL TRENCH WALLS WITH SHORING TO CONFORM TO O.S.H.A. REGULATIONS. 9. SUBGRADE OR GROUND SURFACE IN NON-PAVED AREAS. 10. EXCAVATED NATIVE MATERIAL OR STOCKPILED BACKFILL MATERIAL. 11. FOR ALL TRENCHING TRANSVERSE TO THE ROADWAY BACKFILL ABOVE THE PIPE ZONE SHALL BE CONTROLLED DENSITY FILL. SEE SECTION 3-9.6 & 3-20.1 OF THESE STANDARDS. 12. FOR UTILITY CUTS SUCH AS GAS, TELEPHONE, POWER, AND CABLE TV LONGITUDINAL TO THE ROADWAY, BACKFILL SHALL BE CONTROLLED DENSITY FILL. SEE SECTION 3-9.5 OF THESE STANDARDS. 10 9 6 8 2 4 8 3 2 7 18"MIN PIPE ZONE SEE STD 615 W (SEE NOTE1) 6" EXISTING PAVEMENT T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD614.DWG 1/23/2019 4:48 PM 06/23/2017 614 RYAN SASS DAVID VOIGT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL TRENCH SECTION ---PAGE BREAK--- PROVIDE UNIFORM SUPPORT UNDER PIPE BARREL. COMPACT BEDDING MATERIAL TO 90% MAXIMUM DENSITY EXCEPT DIRECTLY OVER PIPE, HAND TAMP ONLY. HAND TAMP UNDER PIPE HAUNCHES FOR ALL BEDDING MATERIALS. FOR ADDITIONAL COMPACTION INFORMATION SEE STANDARD DWG 615. PIPE BEDDING MATERIAL SHALL BE CRUSHED SURFACING BASE COURSE CONFORMING TO SECTION 9-03.9(3) OF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION WSDOT/APWA. OPTIONAL PIPE BEDDING (TO SPRING-LINE) FOR PIPE 15" DIA AND LARGER: PEA GRAVEL OR 3/4" CLEAN ROCK CHIPS AS APPROVED IN ADVANCE BY ENGINEER. OVER EXCAVATION AND PLACEMENT OF FOUNDATION MATERIAL, IF REQUIRED SHALL BE FOUNDATION MATERIAL CLASS A OR B CONFORMING TO SECTION 9-03.17 OF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION WSDOT/APWA. W = MAXIMUM WIDTH OF TRENCH. FOR PIPES 15" OR LESS IN DIAMETER W = 40". FOR PIPES 18" OR GREATER W = 1 1/2 x I.D. + 18". PIPE MUST BE CENTERED IN TRENCH. PROCEDURE FOR COMPACTION MATERIALS LIMITS OF TRENCH OVER EXCAVATE AND PLACE FOUNDATION MATERIAL CLASS A, B OR AS APPROVED BY THE ENGINEER WHEN SPECIFIED. CRUSHED SURFACING BASE COURSE BEDDING AND FOUNDATION: ALTERNATE SLOPING TRENCH WALL STANDARD TRENCH SECTION SEE STANDARD DRAWING 614 UPPER LIMIT OF PIPE ZONE LOWER LIMIT OF PIPE ZONE OPTIONAL PIPE BEDDING, SEE MATERIALS NOTE 6" O.D. 12" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD615.DWG 1/23/2019 4:48 PM 12/30/2016 615 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BEDDING FOR PIPE IN TRENCHES ---PAGE BREAK--- A. PVC SIDE SEWER. FOR REMAINDER OF PVC SERVICE SEE STD DWG 602. B. "INSERTA TEE" OR APPROVED EQUAL. C. EXISTING SANITARY SEWER MAIN. D. CORE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. E. 35° MIN, 45° MAX NOTES E STAINLESS STEEL CLAMP GASKET NON PVC MAIN PVC SLEEVE STAINLESS STEEL CLAMP GASKET PVC OR HDPE MAIN LINE A B C C D T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD616.DWG 1/23/2019 4:48 PM 12/30/2016 616 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL SEWER CONNECTION TO EXISTING SEWER MAINS ---PAGE BREAK--- NOTES: LEGEND: A. PVC SIDE SEWER. FOR REMAINDER OF PVC SERVICE SEE STD DWG 602. B. "KOR-N-TEE" OR APPROVED EQUAL. C. EXISTING OR NEW CONCRETE SANITARY SEWER MAIN. D. CORE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. E. 35° MIN, 45° MAX 1. USE OF THIS SEWER CONNECTION ALTERNATE MUST HAVE APPROVAL OF THE CITY ENGINEER ON A CASE BY CASE BASIS. STAINLESS STEEL EXPANSION RING FELXIBLE BOOT STAINLESS STEEL CLAMP A C B D E T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD617.DWG 1/23/2019 4:48 PM 12/30/2016 617 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ALTERNATE SEWER CONNECTION TO EXISTING/NEW CONCRETE SEWER MAIN ---PAGE BREAK--- 1. NEW ANSI/AWWA C200 STEEL CASING AS REQUIRED (SEE PLANS AND SPECIFICATIONS). 2. PROVIDE 1" MINIMUM CLEARANCE BETWEEN CASING AND CARRIER PIPE BELLS AND APPURTENANCES. 3. CONTRACTOR TO VERIFY CASING SIZES PRIOR TO ORDERING AND SIZING CASING INSULATORS. 4. ALL JOINTS OF CARRIER PIPE TO BE RESTRAINED. 5. CASING SHALL BE FILLED WITH FINE CLEAN DRY SAND CAREFULLY AIR BLOWN IN SUCH A WAY TO ELIMINATE ANY VOIDS. 6. BACKFILL BORE PIT ABOVE PIPE ZONE WITH SPECIFIED CLASS BACKFILL MATERIAL. 7. CASING, APPURTENANCES AND ALL OTHER MISCELLANEOUS ITEMS TO BE FURNISHED BY CONTRACTOR. 6'-0" OC FOR CARRIER PIPE OR AS RECOMMENDED BY MFR-MIN. 3 INSULATORS PER PIPE LENGTH. INSTALL ON THE SPIGOT END ALIGNED W/THE REFERENCE MARK STEEL CASING, WALL THICKNESS & SIZE PER PLANS CEMENT GROUT CAP OR END SEAL BOTH ENDS SECONDARY CARRIER PIPE PER PLANS PIPE ZONE MATERIAL 18" MIN-36" MAX (TYP EA END) 1 1/2" GROUT PORTS EVERY 10' NOTES CARRIER PIPE CASING INSULATOR W/CENTERED AND RESTRAINED CONFIGURATION. CASING INSULATOR RESTRAINED AND CARRIER AT BOTTOM OF CASING CONFIGURATION. CASING INSULATOR RESTRAINED WITH MULTIPLE SECONDARY CARRIERS. PROVIDE 1" MIN CLEAR BETWEEN CARRIER AND CASING. (TYP) EXAMPLE OF PRE-FABRICATED SKIDS AND INSULATOR CONFIGURATIONS CASING CENTER LINE (TYP) SECONDARY CARRIERS PRE-FABRICATED INSULATOR (TYP) A A SECTION A-A 04/03/2017 618 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD618.DWG CASING DETAIL PRE-FABRICATED SKIDS ---PAGE BREAK--- STEEL CASING SEE PLANS CARRIER PIPE SEE PLANS STAINLESS STEEL BANDS 2 PER SKID SET 1 1/2" GROUT PORTS EVERY 10' TWO CARRIER PIPE SKIDS. 2 SETS PER PIPE SECTION FOUR 4"x4"x8" WOOD SUPPORT BLOCKS PER SKID NO SECONDARY CARRIER PIPE EXAMPLES OF FIELD ASSEMBLED CASING SKIDS 30° 30° CARRIER PIPE SEE PLANS STAINLESS STEEL BANDS, 2 PER SKID SET 1 1/2" GROUT PORTS EVERY 10' TWO CARRIER PIPE SKIDS. 2 SETS PER PIPE SECTION TWO 4"x4"x8" WOOD SUPPORT BLOCK PER SKID NO SECONDARY CARRIER PIPE 30° 30° STEEL CASING SEE PLANS NOTES 1. ALL JOINTS OF CARRIER PIPE WITHIN CASING SHALL BE FLANGED (FL) OR MECHANICAL JOINT (MJ) FITTINGS WITH MEG-A-LUG RESTRAINTS. 2. CARRIER PIPE WILL BE PRESSURE TESTED BY CONTRACTOR AND TV INSPECTION BY CITY CREWS. 3. CARRIER SKIDS SHALL BE SECURELY ATTACHED TO CARRIER PIPE W/STAINLESS STEEL (SST) BANDS (MIN 2 BANDS PER SKID SET). 4. CARRIER SKIDS SHALL BE ROUNDED OR BEVELED ON LEADING EDGE, AND SHALL BE NOTCHED TO RECEIVE SST BANDS. 5. CARRIER SKIDS SHALL BE PRESSURE TREATED WOOD 4"x4"x48" (2 SETS OF 2 SKIDS PER LENGTH OF PIPE). CONTRACTOR MAY USE APPROVED PREFABRICATED SKIDS PROVIDED A 1" MIN CLEARANCE IS MAINTAINED BETWEEN JOINT FLANGE AND CASING. 6. SECONDARY CARRIER PIPES SHALL BE SECURED TO THE TOP OF THE MAIN CARRIER PIPE AS SHOWN. 7. SECONDARY CARRIER PIPE WILL BE TESTED BEFORE CASING ANNULAR SPACE IS FILLED. 8. END SEALS SHALL BE PROVIDED FOR THE JACKED CASING PIPES. THE END SEALS SHALL BE APS STANDARD MODEL AM AS MANUFACTURED BY ADVANCED PRODUCTS (WWW.APSONLINE.COM) OR APPROVED EQUIVALENT. 9. CASING, APPURTENANCES AND ALL OTHER MISCELLANEOUS ITEMS TO BE FURNISHED BY CONTRACTOR. CARRIER PIPE SKIDS 1/2" DEEP NOTCH TOP BLOCKS & IN SKIDS FOR SST BANDS C/L SKID VOIDS CREATED BY BORING SHALL BE FILLED BY PRESSURE GROUTING TWO OR FOUR 4"x4"x8" WOOD SUPPORT BLOCK PER SKID. STAINLESS STEEL BANDS 2 PER CARRIER SKID 1 1/2" GROUT PORTS EVERY 10' SECTION A-A A A 1/4 PIPE LENGTH FROM EACH END 04/03/2016 619 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD619.DWG CASING DETAIL FIELD ASSEMBLED SKIDS ---PAGE BREAK--- 1. ALL BACKFILL MATERIAL SHALL BE PLACED IN LIFTS NOT TO EXCEED 12 INCHES BEFORE COMPACTION UNLESS AUTHORIZED BY THE ENGINEER DUE TO THE CHARACTER OF THE MATERIAL AND THE COMPACTING EQUIPMENT. 2. MECHANICAL COMPACTION OF BACK FILL MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH OF COMPACTED BACKFILL MATERIAL IS 2 FEET ABOVE THE TOP OF PIPE. 3. EACH LIFT SHALL BE MECHANICALLY COMPACTED TO THE REQUIRED DENSITY PRIOR TO PLACING SUBSEQUENT LIFTS OF BACKFILL MATERIAL. 4. COMPACTION TESTS SHALL BE AS REQUIRED BY THE CITY ENGINEER, BUT IN NO CASE LESS THAN 2 TESTS EVERY 200 FEET OF TRENCH (ONE AT SUBGRADE AND ONE AT 50% OF TRENCH DEPTH). 5. IN PLACE DENSITY AND MOISTURE CONTENT WILL BE DETERMINED USING NUCLEAR METHOD, ASTM 2922-71. 6. LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT WILL BE DETERMINED USING THE MODIFIED PROCTOR METHOD IN ACCORDANCE WITH ASTM D-1557. NOTES MIN. 95% COMPACTION MIN. 90% COMPACTION MIN. 90% COMPACTION 90% COMPACTION 3' MIN BACKFILL SEE STANDARD DRAWING 614 PIPE ZONE SEE STANDARD DRAWING 615 12" MIN 6" TO 12" TYP FOUNDATION MATERIAL AS REQUIRED SEE STANDARD DRAWING 611 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD620.DWG 1/23/2019 4:49 PM 04/03/2017 620 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL TRENCH COMPACTION ---PAGE BREAK--- 1. PUMP SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. 2. ANY PLUMBING WITHIN THE BUILDING MUST COMPLY WITH THE CURRENT UNIFORM PLUMBING CODE AS AMENDED BY THE STATE OF WASH.. 3. THE SIDE-SEWER OUTSIDE THE BUILDING MUST COMPLY WITH THE CITY'S DESIGN AND CONSTRUCTION STANDARDS. 4. OTHER METHODS FOR BACK-WATER PREVENTION MUST BE APPROVED BY THE CITY. 5. PRIVATE MH ACCESS STRUCTURE MUST BE WATERTIGHT, CORROSION RESISTANT & SUITABLE FOR UNDERGROUND BURIAL. COVER MUST BE GAS-TIGHT, LOAD-SUPPORTING AND REMOVABLE. RECOMMENDED STRUCTURE IS 30" DIA REINFORCED CONCRETE WITH BELL UP. PROVIDE MANHOLE (MH) FRAME AND COVER (STANDARD DRAWING 610 OR 611). 6. COMMERCIALLY MANUFACTURED FRP PUMP WITH SUMP IS ALSO SUITABLE. FRAME AND COVER PER STANDARD DRAWING 610 OR 611 PRIVATE MH ACCESS STRUCTURES GRINDER PUMP IN SUMP CONCRETE COLLAR TYP GRINDER PUMP INSIDE HOUSE PROPERTY LINE PROPERTY LINE SEWER MAIN IN STREET OR ALLEY BASEMENT BASEMENT FINISH FLOOR ELEVATION ABOVE UPSTREAM MANHOLE COVER IN STREET GRINDER PUMP WITH CHECK VALVES IN SUMP CLEAN OUT PER STANDARD DRAWING 604 PRIVATE MANHOLE ACCESS STRUCTURE SEWER MAIN IN STREET OR ALLEY GRINDER PUMP WITH CHECK VALVES IN SUMP UPPER FLOOR PLUMBING SHOULD BE CONNECTED TO PRIVATE MH ACCESS STRUCTURE PRIVATE MH ACCESS STRUCTURE UPPER FLOOR PLUMBING SHOULD BYPASS THE PUMP SUMP AND BE CONNECTED DIRECTLY TO THE PRIVATE MH ACCESS STRUCTURE NOTES: CONCRETE COLLAR TYP FINISH FLOOR ELEVATION ABOVE UPSTREAM MANHOLE COVER IN STREET GRINDER PUMP OUTSIDE HOUSE CLEAN OUT PER STANDARD DRAWING 604 FRAME AND COVER PER STANDARD DRAWING 610 OR 611 04/03/2017 621 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD621.DWG GRINDER PUMP CONNECTION TO SANITARY SEWER PUMP INSIDE OR OUTSIDE HOUSE ---PAGE BREAK--- BACKWATER VALVE OUTSIDE HOUSE BACKWATER VALVE INSIDE HOUSE/BASEMENT SEWER MAIN IN STREET OR ALLEY PROPERTY LINE BASEMENT BASEMENT BACKWATER (BW) VALVE: SEE PRIVATE MANHOLE ACCESS INSTALLATION DETAIL CLEAN-OUT PER STANDARD DRAWING 604 CLEAN-OUT PER STANDARD DRAWING 604 BACKWATER VALVE SEWER MAIN IN STREET OR ALLEY PROPERTY LINE NEW CONSTRUCTION & RETROFIT: UPPER FLOOR PLUMBING SHOULD BE CONNECTED OF BW VALVE RETROFIT ONLY: UPPER FLOOR PLUMBING CONNECTED UPSTREAM OF BW VALVE 1. ANY PLUMBING WITHIN THE BUILDING MUST COMPLY WITH THE CURRENT UNIFORM PLUMBING CODE AS AMENDED BY THE STATE OF WASH.. 2. THE SIDE-SEWER OUTSIDE THE BUILDING MUST COMPLY WITH THE CITY'S DESIGN AND CONSTRUCTION STANDARDS. 3. OTHER METHODS FOR BACK-WATER PREVENTION MUST BE APPROVED BY THE CITY. 4. PRIVATE MH ACCESS STRUCTURE MUST BE WATERTIGHT, CORROSION RESISTANT & SUITABLE FOR UNDERGROUND BURIAL. COVER MUST BE GAS-TIGHT LOAD-SUPPORTING AND REMOVABLE. RECOMMENDED STRUCTURE IS 30" DIA REINFORCED CONCRETE PIPE (RCP) PLACED VERTICAL ON CAST IN PLACE (CIP) CONCRETE BASE WITH BELL UP. PROVIDE MANHOLE (MH) FRAME AND COVER (STANDARD DRAWING 610 OR 611). FINISHED GRADE CAST IRON RING & COVER PER STANDARD DRAWING 604 ALTERNATE "CLEAN-CHECK" INSTALLATION 4" OR 6" GRAVITY SEWER OUT 4" OR 6" GRAVITY SEWER IN 6"DIA. RISER PIPE AND CAP REMOVABLE "CLEAN CHECK" FLAPPER ASSEMBLY CITY RECOMMENDS "CLEAN CHECK" BY RECTORSEAL WITH REMOVABLE INSERT/FLAPPER ASSEMBLY BACKWATER VALVE 4"/6" GRAVITY SEWER OUT 4" OR 6" GRAVITY SEWER IN BACKWATER VALVE PRIVATE MANHOLE ACCESS INSTALLATION RING AND COVER PER STANDARD DRAWING 610 OR 611 30" DIA RCP 4" TO 6" CAST IN PLACE CONCRETE BASE FINISHED GRADE NOTES 04/03/2017 622 RYAN SASS DAVID VOIGT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BACKWATER VALVE CONNECTION TO SANITARY SEWER INSIDE & OUTSIDE INSTALLATIONS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD622.DWG PLOT DATE & TIME: 1/23/2019 4:50 PM ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 8 700 TRAFFIC CONTROL 701 Traffic Control Plan-2 Lane Roadway, One Lane Closed with Alternating Oneway Traffic 702 Traffic Control Plan-2 Lane Roadway, Partial Lane Closure 703 Traffic Control Plan-Shoulder Work 704 Traffic Control Plan-5 Lane Roadway, Right Lane Closed 705 Traffic Control Plan-5 Lane Roadway, Intersection with Left Turn Lane Closed 706 Traffic Control Plan-Center of Intersection Work 707 Traffic Control Plan-5 Lane Roadway, Left Lane Closed Far Side of Intersection 708 Traffic Control Plan-5 Lane Roadway, Right Lane Closed Far Side of Intersection 709 Traffic Control Plan-5 Lane Roadway, Full Street Closure Far Side of Intersection 710 Traffic Control Plan-5 Lane Roadway, Multi-lane Closure 711 Traffic Control Plan-2 Way Left Turn Lane Closure 712 Traffic Control Plan-5 Lane Roadway with Left Lane Closed 713 Traffic Control Devices 714 Project/Construction Identification 715 Street Name Sign Post, 2" Square 716 Traffic Sign Post Installation 717 Traffic Sign Installation 718 Mast Arm Mounted Street Name, Size and Mounting Details 719 Post Mounted Street Sign 720 Roadway Striping Details 721 Typical Stop Line and Crosswalk Layout 722 Turn Pocket Detail 723 Transit Stop Striping 724 Access Parking Space Symbol 725 Raised Pavement Markers (RPM) Lane Details 726 Pedestrian Control Plan Crosswalk Closure & Sidewalk Detour ---PAGE BREAK--- W20-7A W20-4 W20-1 TRUCK WITH FLASHING BEACON SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 W3-4 SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 BUFFER SPACE (SEE TABLE A) ROLL SPACING (MIN 50' MAX 100') TAPER (MIN 50' MAX 100') NOTES LEGEND TANGENT TAPER 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS. 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SIGN SIZE PER MUTCD. 5. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. TABLE A SPEED (MPH) CONE SPACING (FT) BUFFER SPACING (FT) 25 25 20 55 30 30 85 35 35 120 40 40 170 45 45 220 W20-7A W20-4 W20-1 W3-4 WORK AREA STOP ROAD WORK AHEAD ROAD WORK AHEAD BE PREPARED TO STOP BE PREPARED TO STOP WITH STOP ONE LANE ROAD AHEAD ONE LANE ROAD AHEAD OPTIONAL IF < 40 MPH OPTIONAL IF < 40MPH CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD701.DWG 02/28/2018 701 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 2 LANE ROADWAY: ONE LANE CLOSED WITH ALTERNATING ONEWAY TRAFFIC AND SPOTTERS ---PAGE BREAK--- NOTES LEGEND SPEED (MPH) 25 30 35 40 45 W20-1 TRUCK WITH FLASHING BEACON SEE NOTE 1 WITH BUFFER SPACE (SEE TABLE A) ROLL SPACING (MIN 50' MAX 100') TAPER (SEE TABLE A) TAPER LENGTH (SEE TABLE A) TAPER LENGTH (SEE TABLE A) SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 TANGENT TAPER TABLE A CONE SPACING (FT) BUFFER SPACING (FT) 25 20 55 30 85 35 120 40 170 45 220 5' 6' TAPER LENGTH FOR SHIFT WIDTH 26' 38' 51' 67' 113' 31' 45' 61' 80' 135' W20-1 WORK AREA W5-1 W1-4L ROAD NARROWS 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREET (25 MPH) AND 350' FOR ARTERIAL ROADWAYS. 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED TO CONTROL TRAFFIC WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. FOR ALTERNATE LANE SHIFT WIDTH REFER TO "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (MUTCD) TABLE 6C-2 PAGE 6C-10. 6. SIGN SIZE PER MUTCD. 7. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON THE TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. ROAD WORK AHEAD ROAD WORK AHEAD CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD702.DWG 01/05/2017 702 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 2 LANE ROADWAY: PARTIAL LANE CLOSURE ---PAGE BREAK--- NOTES LEGEND TRUCK WITH FLASHING BEACON WITH ROLL SPACING (MIN 50' MAX100') MIN 50' MIN 50' WORK AREA 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. TANGENT TAPER TABLE A SPEED (MPH) CONE SPACING (FT) BUFFER SPACING (FT) 25 25 20 55 30 30 85 35 35 120 40 40 170 45 45 220 W20-1 W21-5 ROAD WORK AHEAD SHOULDER WORK 10'MIN TAPER LENGTH (SEE TABLE A) OPTIONAL EXCEPT ON ARTERIALS & COLLECTORS CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD703.DWG 01/05/2017 703 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN SHOULDER WORK ---PAGE BREAK--- TRUCK WITH FLASHING BEACON ROLL SPACING (MIN 50' MAX100') BUFFER SPACE (SEE TABLE A) TAPER LENGTH (SEE TABLE A) SEE NOTE 1 WORK AREA W4-2R ROAD WORK AHEAD W20-1 W20-5R SEE NOTE 1 SEE NOTE 1 LANE CLOSED RIGHT AHEAD NOTES LEGEND 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. WITH CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD704.DWG 02/28/2018 704 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH RIGHT LANE CLOSED SPEED (MPH) 25 30 35 40 45 TANGENT TAPER TABLE A CONE SPACING (FT) BUFFER SPACING (FT) 25 20 55 30 85 35 120 40 170 45 220 10' 12' TAPER LENGTH FOR SHIFT WIDTH 105' 150' 205' 270' 420' 125' 180' 245' 320' 540' ---PAGE BREAK--- NOTES LEGEND TRUCK WITH FLASHING BEACON ROLL SPACING (MIN 50' MAX100') BUFFER SPACE (SEE TABLE A) SEE NOTE 1 TAPER LENGTH (SEE TABLE A) SEE NOTE 1 R3-1L NOT OPTIONAL W20-5L (MOD) WORK AREA 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTER REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. ROAD WORK AHEAD W20-1 TURN LANE CLOSED LEFT AHEAD WITH WITH CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD705.DWG 02/28/2018 705 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY INTERSECTION WITH LEFT TURN LANE CLOSED TANGENT TAPER TABLE A SPEED (MPH) CONE SPACING (FT) BUFFER SPACING (FT) 25 25 20 55 30 30 85 35 35 120 40 40 170 45 45 220 ---PAGE BREAK--- NOTES LEGEND 50' MIN TAPER LENGTH (SEE TABLE A) SEE NOTE 1 SEE NOTE 1 R4-7B THIS SEQUENCE ON ALL FOUR LEGS OF INTERSECTION 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON SHALL BE INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGNING SHALL BE AS SHOWN ON ALL LEGS OF THE INTERSECTION. 6. SIGN SIZE PER MUTCD. 7. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. SPEED (MPH) 25 30 35 40 45 TABLE A CONE SPACING ALONG TAPER (FT) 25 30 35 40 45 10' 12' TAPER LENGTH FOR SHIFT WIDTH 105' 150' 205' 270' 450' 125' 180' 245' 320' 540' ROAD WORK AHEAD W20-1 R3-1L W20-5L W4-2L LANE CLOSED LEFT AHEAD WORK AREA WITH KEEP RIGHT WITH SEE NOTE 1 NOT OPTIONAL T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD706.DWG 02/28/2018 706 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN CENTER OF INTERSECTION WORK ---PAGE BREAK--- NOTES LEGEND R4-7B 50' MIN TAPER LENGTH (TABLE A) SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 200' 200' ROLL SPACING 50' MIN 100' MAX 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. SPEED (MPH) 25 30 35 40 45 TABLE A CONE SPACING ALONG TAPER (FT) 25 30 35 40 45 10' 12' TAPER LENGTH FOR SHIFT WIDTH 105' 150' 205' 270' 450' 125' 180' 245' 320' 540' W20-1 W20-5L W4-2L LANE CLOSED LEFT AHEAD ROAD WORK AHEAD W20-1 ROAD WORK AHEAD W20-1 WITH WORK AREA & TRUCK WITH FLASHING BEACON OR BOOM TRUCK WITH FLASHING YELLOW BEACON ROAD WORK AHEAD KEEP RIGHT T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD707.DWG 02/28/2018 707 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH LEFT LANE CLOSURE FAR SIDE OF INTERSECTION ---PAGE BREAK--- NOTES LEGEND ROLL SPACING 50' MIN 100' MAX 200' 200' TAPER LENGTH (SEE TABLE A) 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. SPEED (MPH) 25 30 35 40 45 TABLE A CONE SPACING ALONG TAPER (FT) 25 30 35 40 45 10' 12' TAPER LENGTH FOR SHIFT WIDTH 105' 150' 205' 270' 450' 125' 180' 245' 320' 540' SEE NOTE 1 W20-1 W20-5R W4-2R ROAD WORK AHEAD ROAD WORK AHEAD W20-1 WITH WORK AREA SEE NOTE 1 SEE NOTE 1 LANE CLOSED RIGHT AHEAD WITH TRUCK WITH FLASHING BEACON ROAD WORK AHEAD R4-8B CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. KEEP LEFT T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD708.DWG 02/28/2018 708 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH RIGHT LANE CLOSURE FAR SIDE OF INTERSECTION ---PAGE BREAK--- NOTES LEGEND M4-10R/L R11-2 R3-1R R3-1L 200' SEE NOTE 1 200' SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 SEE NOTE 1 TAPER LENGTH (SEE TABLE A) 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. W20-1 W20-2 ROAD WORK AHEAD W20-1 WITH W20-3 W20-2 ROAD CLOSED AHEAD DETOUR AHEAD DETOUR AHEAD ROAD WORK AHEAD ROAD WORK AHEAD W20-1 LANE CLOSED LEFT TURN AHEAD W20-5L (MOD) WORK AREA (MOUNT ON BARRICADE ONE PER LANE) ROAD CLOSED TYPE 3 BARRICADE ONE PER LANE DETOUR (MOUNT ON BARRICADE ONE PER THRU LANE) OPTIONAL CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD709.DWG 02/28/2018 709 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH FULL STREET CLOSURE FAR SIDE OF INTERSECTION SPEED (MPH) 25 30 35 40 45 TABLE A CONE SPACING ALONG TAPER (FT) 25 30 35 40 45 10' 12' TAPER LENGTH FOR SHIFT WIDTH 105' 150' 205' 270' 450' 125' 180' 245' 320' 540' ---PAGE BREAK--- NOTES LEGEND 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. SPEED (MPH) 25 30 35 40 45 TABLE A CONE SPACING ALONG TAPER (FT) 25 30 35 40 45 10' 12' TAPER LENGTH FOR SHIFT WIDTH 105' 150' 205' 270' 450' 125' 180' 245' 320' 540' W1-4L BUFFER SPACE (SEE TABLE A) TAPER LENGTH (SEE TABLE A) 200' TAPER LENGTH (SEE TABLE A) 200' TAPER LENGTH (SEE TABLE A) SEE NOTE 1 SEE NOTE 1 W20-1 SEE NOTE 1 SEE NOTE 1 TAPER LENGTH (SEE TABLE A) 200' 50' MIN. TAPER LENGTH (SEE TABLE A) WORK AREA ROAD WORK AHEAD W20-5L(MOD) W4-2L W20-1 ROAD WORK AHEAD W20-5R W4-2R W1-4L LANE CLOSED RIGHT AHEAD SEE NOTE 1 CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. LANE CLOSED LEFT AHEAD T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD710.DWG 02/28/2018 710 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH MULTILANE CLOSURE ---PAGE BREAK--- NOTES LEGEND 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. ROLL SPACING (MIN 50' MAX100') BUFFER SPACE SEE TABLE A WORK AREA 200' TAPER LENGTH (SEE TABLE A) TAPER LENGTH (SEE TABLE A) 20' MIN WORK SITE & TYPE 2 BARRICADE 200' TANGENT TAPER TABLE A SPEED (MPH) CONE SPACING (FT) BUFFER SPACING (FT) 25 25 20 55 30 30 85 35 35 120 40 40 170 45 45 220 W9-3 W9-3 WORK TRUCK WITH FLASHING BEACON WITH WITH CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. 200' W20-1 ROAD WORK AHEAD 200' W20-1 ROAD WORK AHEAD LANE CLOSED CENTER AHEAD LANE CLOSED CENTER AHEAD T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD711.DWG 02/28/2018 711 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH TWO WAY LEFT TURN LANE CLOSURE ---PAGE BREAK--- ROLL SPACING (MIN 50' MAX 100') BUFFER SPACE SEE TABLE A WORK AREA SEE NOTE 1 TAPER LENGTH (SEE TABLE A) ROLL SPACING (MIN 50' MAX 100') SEE NOTE 1 SEE NOTE 1 WORK TRUCK WITH FLASHING BEACON WITH R3-1L R3-1L WITH WITH W20-1 ROAD WORK AHEAD W20+5L (MOD) W4-2L LANE CLOSED LEFT TURN AHEAD LANE CLOSED CENTER AHEAD W9-3 ROAD WORK AHEAD W20-1 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD712.DWG NOTES LEGEND 02/28/2018 712 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL PLAN 5 LANE ROADWAY WITH LEFT LANE CLOSURE 1. DISTANCE BETWEEN SIGNS SHALL BE 100' FOR RESIDENTIAL STREETS (25 MPH) AND 350' FOR ARTERIAL ROADWAYS 2. FLASHING BEACON INSTALLED AT EACH SIGN FOR NIGHT-TIME USE (OPTIONAL). 3. DISTANCES MAY VARY AS APPROVED BY THE ENGINEER. 4. SPOTTERS REQUIRED WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE WITH MATERIALS OR EQUIPMENT (FLAGGING REQUIRES 3 OR 4 SIGN SETUP). 5. SIGN SIZE PER MUTCD. 6. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. SPEED (MPH) 25 30 35 40 45 TANGENT TAPER TABLE A CONE SPACING (FT) BUFFER SPACING (FT) 25 20 55 30 85 35 120 40 170 45 220 5' 6' TAPER LENGTH FOR SHIFT WIDTH 26' 38' 51' 67' 113' 31' 45' 61' 80' 135' OPTIONAL OPTIONAL CONE OR CHANNELIZING DEVICE SEE STANDARD DRAWING 713. ---PAGE BREAK--- GUIDE POST CONE TYPE 2 BARRICADE SIGN TYPE 1 BARRICADE VERTICAL PANEL CHANNELIZING DRUM TYPE 3 BARRICADE 1. THIS PLAN IS PROVIDED AS A GUIDE ONLY. FOR SPECIFIC INFORMATION ON TRAFFIC CONTROL PLANS SEE CURRENT MUTCD. 2. SEE FIGURE 6F-2 OF THE MUTCD FOR OTHER METHODS OF MOUNTING SIGNS OTHER THAN ON POSTS 3. FOR ADDITIONAL INFORMATION REGARDING BARRICADES AND CHANNELIZING DEVICES SEE FIGURE 6F-4 IN MUTCD NOTES HIGH LEVEL WARNING DEVICE 2' MIN VARIES MAX 2' MIN VARIES MAX 4' MIN VARIES MAX 3' MIN WHEN IN OPEN POSITION 3' MIN 5' MIN ORANGE TYPICAL WHITE TYPICAL GALVANIZED METAL TYPICAL 4"x4" TREATED LUMBER OR GALVANIZED 2"x10" TREATED LUMBER TYP 18" MIN DAY 28" MIN NIGHT 3" 6" 2" 4" FOR 28" CONE ONLY WHITE RETRO REFLECTIVE TAPE TYPICAL ORANGE TYPICAL ORANGE TYPICAL WHITE RETRO REFLECTIVE TAPE TYPICAL 36" 36" 24" 9" YELLOW FLASHER 5" MIN DIA (OPTIONAL) 4" MIN 6" DESIRABLE 4"x4" TREATED LUMBER OR GALVANIZED 28" MIN 2" 3" 6" 3" 8' MIN 1' MIN ORANGE TYPICAL BLACK TEXT GALVANIZED METAL TYPICAL T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD713.DWG PLOTED: 1/25/2019 1:23 PM 01/05/2017 713 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC CONTROL DEVICES ---PAGE BREAK--- 1. PROJECT INFORMATION SIGN SHALL BE A REMOVABLE METAL PLATE, SHEET ALUMINUM, 0.080 GAUGE, WITH 2 COATS OF INDUSTRIAL GRADE ENAMEL, 1-SHOT, COLOR 101-L WHITE OR EQUAL. 2. LETTERING SHALL BE 1 SHOT, COLOR 144-L MED. GREEN OR EQUAL. INFORMATION TO BE PROVIDED BY THE ENGINEER AND USED ON THE SIGN IN A STYLE AND MANNER CONSISTENT WITH LETTERING ON CONSTRUCTION IDENTIFICATION SIGN. 3. REMOVABLE PORTION OF SIGN SHALL BE ATTACHED TO WOODEN SIGN WITH FOUR(4) 1-1/2"X1/4" STAINLESS STEEL BOLTS WITH NUTS. 4. WOOD FRAME CONSTRUCTED WITH 4"x4" TREATED FIR LUMBER WITH GALVANIZED STEEL LAG BOLTS. 5. USE SANDBAGS ON BASE OF FRAME TO PREVENT OVERTURNING BY WIND GUSTS. 6. FINISHED FRAME TO BE PAINTED WITH WHITE EXTERIOR ENAMEL (2 COATS). 7. SIGN BOARD SHALL BE DURA-PLY, M.D.O. OR EQUAL, WITH 2 COATS OF EXTERIOR PRIMER-SEALER PLUS 2 COATS OF INDUSTRIAL GRADE ENAMEL, 1-SHOT, COLOR 101-L WHITE OR EQUAL. BORDER AND LETTERING SHALL BE 1-SHOT, COLOR 144-L MED. GREEN OR EQUAL FONT STYLE SHALL BE "ARIAL NARROW". LOGO TO BE SUPPLIED BY THE CITY OF EVERETT. SIGN AND COLORS TO BE APPROVED BY THE ENGINEER. 8. "PROJECT INFORMATION SIGN" INFORMATION TO BE PROVIDED BY THE ENGINEER. DRIVE CAREFULLY CAUTION: CONSTRUCTION ZONE IMPROVEMENT PROJECT CITY OF EVERETT NOTES ANOTHER DRIVE CAREFULLY CAUTION: CONSTRUCTION ZONE IMPROVEMENT PROJECT CITY OF EVERETT ANOTHER 3'-6" 6' 3' 72" 25" 17" 10" 25" 17" 10" 2-3/16" 2" 1" 4-1/2" 1-1/2" 3" 12" 3" 1-1/8" 3" 3-3/8" 36" 3/4" BORDER TYPICAL 4-1/2" R TYPICAL BLANK AREA FOR "PROJECT IDENTIFICATION SIGN" BLANK AREA FOR "PROJECT IDENTIFICATION SIGN" 5'-10" 11" PROJECT IDENTIFICATION SIGN CONSTRUCTION SIGN STAND CONSTRUCTION/PROJECT IDENTIFICATION SIGN EVERETT 8" DIA LOGO T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD714.DWG PLOTTED: 1/25/2019 1:23 PM 12/30/2016 714 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PROJECT/CONSTRUCTION IDENTIFICATION SIGN ---PAGE BREAK--- 1/4" DIA THREADED HOLE 0.75" 3/4" x 1/4" STAINLESS STEEL WASHER 1/4" x 3/4" HEX DRIVE SS BOLT NOTE ALL DIMENSIONS ARE ±0.005 DEPENDING ON MANUFACTURE 4 SET SCREWS PER CAP FRONT VIEW SIDE VIEW LONG CAP (12") FOR 2" SQUARE TUBE POST. QUICK PUNCH POST 2"x2"x12' TYP. (MIN 10'), 14 GAUGE STEEL SOLID WALL LOOK, KNOCKOUT HOLES WHERE NECESSARY. 5/15" CORNER BOLT AND HEAVY HEX JAM NUT COMMERCIAL CONCRETE HEAVY DUTY TELESPAR 7 GAUGE ANCHOR FOR 2" POST, ASTM SPECIFICATION A653, HOT DIP GALVANIZED CONFORMING TO COATING DESIGNATION G-90 2.5"X2.5"X30" POST, WALL THICKNESS IS 3 16", DRILL HOLES 3 8" DIA. AT ONE END, 1" DOWN, ONE ON EACH ADJACENT SIDE ON CENTER FOR THE CORNER BOLT. SEE STANDARD DRAWING 716 30" 4"MAX 8" 1. ALL NEW SIGN INSTALLATIONS SHALL USE 2" SQUARE TUBE POSTS. NOTES TYPICAL STREET NAME SIGN MOUNTING STREET NAME ARM SECTION TYPICAL SECTION 2"SQ POST 4 SET SCREWS PER CAP 2"SQ POST POST CAP ASSEMBLY "ZUMAR INDUSTRIES INC" (#812EX2SQ or APPROVED EQUIVALENT) POST CAP ASSEMBLY "ZUMAR INDUSTRIES INC" (#812EX90X or APPROVED EQUIVALENT) 1.25" 12" 7' MIN MOUNTING HEIGHT CROSS BLADE 24" TO 27" ANCHOR BURIAL DEPTH 0.625" SEE STREET NAME SIGN STANDARD DRAWING 718 ALUMINUM JUMBO HAMMER RIVET WITH 1" DIA. HEAD, NO WASHER T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD715.DWG PLOTTED: 1/25/2019 1:23 PM 04/26/2017 715 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. STREET NAME SIGN POST 2" SQUARE STEEL MOUNTING HARDWARE ---PAGE BREAK--- TYPICAL SIGN INSTALLATION HEIGHTS 5/16" CORNER BOLT FOR 2" PERFORATED SQUARE TUBE & HEAVY HEX JAM NUT STEEL BASE PLATE SECTION 2 1/4" OD SQ 6" 1/8" WALL THICKNESS 7/16" DIA 9/16" SPACE TYP 3/4" DIA 3/8" 8" SQ 3/16" 5/16" CORNER BOLT FOR 2" PERFORATED SQUARE TUBE SEE NOTE 5 1/2"DIA x 3-3/4" MIN STAINLESS STEEL WEDGE ANCHOR NON-SHRINK GROUT 1/2"DIA x 3-3/4" MIN STAINLESS STEEL WEDGE ANCHOR SEE NOTE 5 STAINLESS LEVELING WASHERS AS REQUIRED TYPICAL SLOPED SURFACE ANCHOR PLATE INSTALLATION TYPICAL LEVEL SURFACE ANCHOR PLATE INSTALLATION 1. STANDARD STOP SIGNS SHALL BE 30"X30" PER MUTCD #R1-1 UNLESS OTHERWISE APPROVED OR DIRECTED BY CITY OF EVERETT TRAFFIC ENGINEER. 2. STREET NAME SIGNS SHALL BE INSTALLED AT TOP OF POST. SEE STANDARD DRAWING 715. 3. ALL NEW SIGN INSTALLATIONS SHALL USE 2" SQUARE TUBE POSTS. 4. ANCHOR MUST NOT PROTRUDE MORE THAN 1 4" ABOVE THE NUT. 5. ANCHORS PLATES SHALL ONLY BE USED WHERE SHOWN IN THE PLANS OR APPROVED BY THE CITY ENGINEER. 6. STEEL BASE PLATE MUST BE PRIMED WITH "RUSTOLEUM" OR APPROVED EQUIVALENT AND PAINTED WITH TWO COATS OF ALUMINUM HOT DIPPED GALVANIZED OR POWDER COATED TO PREVENT RUSTING, ALL SURFACES. 7. ALL NEW SIGN INSTALLATIONS SHALL USE 2" SQUARE TUBE POSTS. 8. ALL SIGN INSTALLATIONS IN THE PUBLIC RIGHT-OF-WAY SHALL COMPLY WITH MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES REQUIREMENTS IN EFFECT ON THE DATE OF INSTALLATION. NOTES 7' TYPICAL 6' MIN 1" 2' MIN 3/8" STAINLESS STEEL MOUNTING CARRIAGE BOLTS. SEE STANDARD DRAWING 717 (TWO PER SIGN MIN) 7' TYPICAL 2' MIN 30" 3" MIN/4" MAX 24" TO 27" ANCHOR BURIAL DEPTH 12" TYPICAL COMMERCIAL CONCRETE TYPICAL SQUARE POST INSTALLATION SECTION 1-1/8" 1/2" ALUMINUM JUMBO HAMMER RIVET WITH 1" DIA. HEAD WITH NO WASHER ALUMINUM JUMBO HAMMER RIVET WITH 1" DIA. HEAD WITH NO WASHER ALUMINUM JUMBO HAMMER RIVET WITH 1" DIA. HEAD WITH NO WASHER T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD716.DWG PLOTTED: 1/31/2019 1:03 PM 03/15/2017 716 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC SIGN POST INSTALLATION IN PUBLIC RIGHT-OF-WAY ---PAGE BREAK--- 1. SIGNS MOUNTED ON WOOD POSTS WILL USE A 3/8" STAINLESS STEEL CARRIAGE BOLT WITH 3/4" X 1/4" STAINLESS STEEL WASHER AND 3/8" STAINLESS STEEL NYLON LOCKING NUT. NOTES 3/4" DIA STAINLESS STEEL & RUBBER COMPRESSION WASHER STAINLESS STEEL 3/8" NYLON LOCKING NUT 3/8" X 2-1/2" MIN STAINLESS STEEL CARRIAGE BOLT TYPE 2 SIGN MOUNTING TYPICAL 2"SQ SIGN POST SEE STANDARD DRAWING FOR INSTALLATION 2 BOLTS PER SIGN MIN. TYPE 1 SIGN MOUNTING 2 RIVETS PER SIGN MIN. TRAFFIC SIGN MOUNTING HEIGHT PER STANDARD DRAWING 716 ALUMINUM JUMBO HAMMER RIVET WITH 1"DIA HEAD & 1" NYLON WASHER TYPICAL 2"SQ SIGN POST SEE STANDARD DRAWING 716 FOR INSTALLATION TRAFFIC CONTROL SIGN PER MUTCD BLACK NYLON WASHER T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD717.DWG PLOTTED: 1/25/2019 1:24 PM 04/26/2017 717 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC SIGN INSTALLATION IN PUBLIC RIGHT-OF-WAY ---PAGE BREAK--- 1. TEXT SHALL BE CAPS AND LOWER CASE SERIES D LETTERS AND SERIES C NUMBERS. 2. MATERIAL SHALL BE .10" ANODIZED ALUMINUM SHEET STOCK UNLESS OTHERWISE SPECIFIED, WITH SUPER ENGINEERING GRADE REFLECTIVE BACKGROUND AND TEXT. 3. SIGNS CAN ALSO BE USED ON SPAN WIRE INSTALLATIONS. 4. SUBMIT DESIGN LAYOUT FOR APPROVAL PRIOR TO FABRICATION. Casino NOTES W 11200 Rd Ave 112 th St Rucker SE 1300 STREET NAME 12" D UPPER & 6" D LOWER CASE WHITE BLOCK NO 4" C WHITE GREEN BACKGROUND STREET NAME SUFFIX 6" D UPPER CASE WHITE 3" RADIUS TYP NUMBER SUFFIX 6" D LOWER CASE WHITE QUADRANT SUFFIX 6" D UPPER CASE WHITE STREET NAME SUFFIX 6" D UPPER & LOWER CASE WHITE QUADRANT PREFIX 6" D UPPER CASE WHITE STREET NAME SIGN MOUNTING BRACKET SEE DETAIL BELOW STAINLESS STEEL STRAP CLAMP STAINLESS STEEL & RUBBER COMPRESSION SEALING WASHER STAINLESS STEEL 1/4" NYLON LOCKING NUT STREET NAME SIGN PER COE STD 717 SHEET 1 1/4" THREADED HOLE IN BRACKET MOUNTING BRACKET "ZUMAR" A3114SCVB2 OR APPROVED EQUIVALENT MAST ARM, SIGNAL POLE OR LUMINAIRE POLE STAINLESS STEEL STRAP CLAMP, COATED EVERETT GREEN FOR PAINTED POLES STAINLESS STEEL 1/4" X 7/8" CARRIAGE BOLT 1 1/4" WHITE BORDER 24" VARIES 4' MIN STREET NAME MOUNTING BRACKET DETAIL MASTARM SIGNAL POLE OR LUMINAIRE POLE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD718.DWG PLOTTED: 1/25/2019 1:24 PM 01/23/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. MASTARM STREET NAME SIGN SIGN SYNTAX, TEXT SIZE & MOUNTING DETAILS 718 ---PAGE BREAK--- 1. ALL SIGNS SHALL HAVE HIGH INTENSITY PRISMATIC SHEETING WITH GRAFFITI COATING. STREET NAME SHALL BE 6" WHITE LETTERING USING HIGHWAY FONT C. 2. MATERIAL SHALL BE 0.125" ANODIZED ALUMINUM SHEET STOCK UNLESS OTHERWISE SPECIFIED. 3. FOR 24" TO 42", BACK SIDE OF SIGN TO BE THE SAME AS THE FRONT. 48" SINGLE SIDED, TWO EACH PER POST. 4. ALL LETTERING, BORDERS AND BACK GROUND SHALL BE HIGH INTENSITY PRISMATIC SHEETING PER FHWA SHEETING GUIDE LINES ASTM D4956-04 "TYPE IV" DESIGNATION. NOTES W th SE STREET NAME 6" WHITE LETTERS GREEN BACKGROUND 1/2" RADIUS TYPICAL NUMBER SUFFIX 3" WHITE LETTERS QUADRANT SUFFIX 3" WHITE LETTERS QUADRANT PREFIX 3" WHITE LETTERS 1/2" WHITE BORDER 9" MIN 24", 30", 36", 42" & 48" AS REQUIRED Rucker Ave 112 St 3" WHITE LETTERS STREET NAME 6" WHITE LETTERS Casino Rd 3" WHITE LETTERS STREET NAME 6" WHITE LETTERS 3" WHITE LETTERS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD719.DWG PLOTTED: 1/25/2019 1:24 PM 01/23/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. POST MOUNTED STREET SIGN 719 ---PAGE BREAK--- GORE, X=8"; EDGE, W=4"; BICYCLE, W= 8" 1. REFERENCES SEE STANDARD DRAWING 722 2. MATERIAL THICKNESS SHALL BE PER STANDARD SPECIFICATIONS 8-22. 3. UNLESS CALLED FOR IN THE PLANS, RAISED PAVEMENT MARKERS SHALL ONLY BE INSTALLED ON ARTERIAL STREETS. WIDE, EDGE AND BICYCLE LINE (WHITE) DOUBLE YELLOW CENTER LINE TWO WAY LEFT TURN LANE LINE (YELLOW) LANE LINE (WHITE) SKIP CENTER LINE (YELLOW) LANE WIDTH MEASUREMENT POINT LANE WIDTH MEASUREMENT POINT VEHICLE LANE WIDTH MEASUREMENT POINT WHEN USED AS BICYCLE STRIPE 40' LANE WIDTH MEASUREMENT POINT WHEN USED AS GORE OR EDGE LINE TYPE 2YY (YELLOW, BOTH SIDES, ARTERIAL STREETS ONLY) 10' STRIPE 30' GAP 10' STRIPE 40' 4" 2" LANE WIDTH MEASUREMENT POINT 10' STRIPE 30' GAP 10' STRIPE 40' 4" 2" 4" 4" 4" 4" 4" 1/2 W W NOTES LANE WIDTH MEASUREMENT POINT 10' STRIPE 30' GAP 10' STRIPE 40' 4" 2" TYPE 2YY (YELLOW, BOTH SIDES, ARTERIAL STREETS ONLY) TYPE 2YY (YELLOW, BOTH SIDES, ARTERIAL STREETS ONLY) TYPE 2W (WHITE, ONE SIDE, ARTERIAL STREETS ONLY) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD720.DWG PLOTTED: 1/25/2019 1:24 PM 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ROADWAY STRIPING DETAILS 720 ---PAGE BREAK--- PARKING CENTER OF LANE VARIES 1. LEADING EDGE OF CROSSWALK BARS SHALL BE EVEN WITH A LINE BETWEEN THE MIDPOINTS OF ASSOCIATED CURB RETURNS, OR AS LOCATED BY FIELD ENGINEER. LOCATION MAY BE ADJUSTED TO ASSURE CURB RAMPS, IF PRESENT, ACCESS THE CROSSWALK. 2. FOR LANE WIDTHS OF 12' AND LESS CENTER LEADING EDGE OF BARS ON MIDPOINT OF LANE LINE EXTENDED. 3. FOR LANE WIDTHS GREATER THAN 12' SPACE BARS EVENLY BETWEEN LANE LINES WITH A MAXIMUM SPACE BETWEEN STRIPES OF 4. 2' WIDE X 10' LONG CROSSWALK BARS PARALLEL TO DIRECTION OF VEHICLE TRAVEL. 5. REFERENCES SEE STANDARD DRAWING 722. NOTES EXTENSION OF FACE OF CURB 24" WHITE STOP LINE EXTENDS ACROSS ALL APPROACH LANES 2' 4' MIN FACE OF CURB 10' MIN 15' WHEN CROSSWALK NOT MARKED ℄ OF TRAVEL LANE 1' LANE LINE EXTENDED LANE LINE EXTENDED 6' MAX (1/2 LANE) 5' MAX FOR OUTSIDE LANES 1 3 2 2 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD721.DWG PLOTTED: 1/25/2019 1:25 PM 03/30/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPICAL STOP LINE AND CROSSWALK LAYOUT 721 ---PAGE BREAK--- 1. STOP LINE AS REQUIRED BY ENGINEER, SEE CONSTRUCTION PLANS. 2. PAVEMENT MARKINGS (SYMBOLS, ETC) PER WSDOT/APWA STANDARD PLAN M24.40-02. 3. SIZE OF LEGENDS SUCH AS "ONLY", "SCHOOL", "STOP", ETC SHALL BE PER THE CURRENT MUTCD 3B, 7C. ONLY TO BE USED SPECIFICALLY FOR DROP LANES. 4. INTERMEDIATE PAVEMENT MARKINGS AND LEGENDS AS REQUIRED BY ENGINEER SEE PLANS. 5. 8" WHITE WIDE LINE, LENGTH PER CONSTRUCTION PLAN. 6. DOUBLE YELLOW CENTER STRIPE. 7. TWO WAY LEFT TURN STRIPE. 8. 4" WHITE PARKING STRIPE. NOTES A. WSDOT STANDARD SPECIFICATIONS SECTIONS 8-22, 9-34 AND AMENDMENTS. B. MUTCD PART 2, 3 AND 9C. C. WSDOT/APWA STANDARD PLANS SECTION ROADWAY DELINEATION. REFERENCES 10' MIN 6 7 4 3 4 1 1 2 8 5 24' 30' T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD722.DWG PLOTTED: 1/25/2019 1:25 PM 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TURN POCKET DETAIL 722 ---PAGE BREAK--- 60' TYP 5' TYP PLAN SIDEWALK BIKE LANE 3' TYP 9' TYP BUS PULL OUT 4" EDGE LINE (WHITE) 8" WIDE LINE (WHITE) PAINTED CURB RED TYP YELLOW TYP PAINT TOP AND FACE OF CURB TRANSIT STOP SIGN (MUTCD R7-107A) AND POST T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD723.DWG PLOTTED: 1/25/2019 1:25 PM 03/06/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRANSIT STOP STRIPING 723 WSDOT STD PLAN M-9, 60-00 ---PAGE BREAK--- ACCESS PARKING SPACE SYMBOL (STANDARD) WITH BLUE BACKGROUND AND WHITE BORDER WITH BLUE BACKGROUND AND WHITE BORDER (FOR USE IN PRIVATE PARKING AREAS ONLY) (FOR USE IN PRIVATE PARKING AREAS ONLY) 2' - 4" 2' - 0" 3" GRID IS 4" SQUARE ACCESS PARKING SPACE SYMBOL (MINIMUM) GRID IS 4" SQUARE ACCESS PARKING SPACE SYMBOL (STANDARD) 3' - 5" 3' - 0" 4" 10" 2' - 0" 10" 3' - 8" 3" 3" 8" 2' - 4" 8" 3' - 8" 4" 4" 1' - 2" 3' - 0" 1' - 2" 5' - 4" 11 1/2" 3' - 5" 11 1/2" 5' - 4" BLUE BACKGROUND WHITE BORDER PAVEMENT WHITE SYMBOL T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD724.DWG PLOTTED: 1/31/2019 2:02 PM ACCESS PARKING SPACE SYMBOL (MINIMUM) 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. ACCESS PARKING SPACE SYMBOL 724 BASED ON THE ISA (INTERNATIONAL SYMBOL OF ACCESS 1968) ---PAGE BREAK--- (TRAFFIC LANE) (TURN LANE) TYPICAL TRAFFIC FLOW SKIP CENTER LINE WIDE LINE DOUBLE YELLOW CENTER LINE TWO WAY LEFT TURN LANE LINE LANE LINE ISLAND CHEVRON LANE WIDTH MEASUREMENT POINT 4' 4' 4' 28' 40' TYPE 2W (WHITE, ONE SIDE ONLY) TYPE 1 WHITE 4' TYP 20' 20' TYPE 2YY (YELLOW, BOTH SIDES) TYPE 1 YELLOW 4' TYP 20' 20' LANE WIDTH MEASUREMENT POINT LANE WIDTH MEASUREMENT POINT 4" 4" 4" TYPE 2W (WHITE, ONE SIDE ONLY) TYPE 1 WHITE TYPE YY (YELLOW, BOTH SIDES) TYPE 1 WHITE 4' 4' 4' 28' 40' LANE WIDTH MEASUREMENT POINT TYPE 2YY (YELLOW, BOTH SIDES) TYPE 1 YELLOW 4' TYP 20' 20' 4" 4" 4" LANE WIDTH MEASUREMENT POINT 4" 8" 10' OC 6' OC (ON CURVE) 45° 8" WHITE STRIPE 3 TYPE 1 WHITE RPMS TYPICAL TRAFFIC FLOW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD725.DWG PLOTTED: 1/25/2019 1:26 PM 01/23/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. RAISED PAVEMENT MARKERS (RPM) LANE DETAILS 725 ---PAGE BREAK--- WORK AREA WORK AREA R9-9 B/W SIDEWALK CLOSED R9-9 MOD B/W ON TYPE II BARRICADE (OPTIONAL) SIGN LOCATION CHANNELIZING DEVICES TYPE 2 BARRICADE R9-11 B/W AHEAD SIDEWALK CLOSED CROSS HERE AHEAD CROSS HERE SIDEWALK CLOSED R9-11 B/W CROSSWALK CLOSED CROSSWALK CLOSED SIDEWALK DETOUR R9-11A MOD B/W SIDEWALK DETOUR R9-11A MOD B/W R9-9 MOD B/W ON TYPE II BARRICADE (OPTIONAL) 1. FOR SIGNS SIZE REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). 2. CONTACT SIGNAL OPERATIONS TO PLACE SIGNAL IN PEDESTRIAN RECALL IF BUTTONS ARE NOT ACCESSIBLE. 3. MAINTAIN A MINIMUM WIDTH OF 4 FEET FOR PEDESTRIAN PATH. TEMPORARY CURB RAMP - PARALLEL TO CURB CLEAR SPACE 12" MIN. 1" R9-3 B/W R9-3 B/W 1. FOR SIGNS SIZE REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). 2. COVER PEDESTRIAN PUSH BUTTONS AND DISPLAYS WITH BLACK PLASTIC (6 MIL. RECOMMENDED). 48"x48" MIN. LANDING AREA JOINT/ GAP TREATMENT EDGE TREATMENT NON-SLIP PROTECTION EDGE TREATMENT DETECTABLE EDGING 6" MIN. HEIGHT PROTECTIVE EDGING 2" MIN. HEIGHT WALKWAY ~ 4' MIN. TEMPORARY CURB RAMP PEDESTRIAN PATH CROSSWALK CLOSURE SIDEWALK DETOUR 11' MIN. 11' MIN. LEGEND T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD726.DWG 08/03/2017 726 RYAN SASS COREY HERT PAUL WILHELM BED Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. PEDESTRIAN CONTROL PLAN CROSSWALK CLOSURE & SIDEWALK DETOUR ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 9 800 ILLUMINATION & SIGNALIZATION 801 400 AMP Service Cabinet 802 400 AMP Service Schematic 803 200 AMP Service Cabinet for Metered Signal, Ornamental Lighting w/Photocell 804 Type 1 Stop Line Loop Detection Layout (6’x30’) 805 Type 2 Stop Line Loop Detection Layout 806 Pole Mounted Terminal Cabinet 807 Luminaire Mounting Height and Utility Clearances 808 Traffic Junction Box Details 809 Traffic Induction Loop Details 810 Traffic Induction Loop Types and Notes 811 AC Power Panel Detail 812 Street Light Details and Placement 813 Aerial Telemetry Spanwire Installation - DeadEnd & Cable Suspension Clamp 814 Aerial Telemetry Spanwire Installation - Angle Point Mounting 815 Police Panel & Power Supply - Model 332 Cabinet 816 Detection Panel Model 332 Cabinet 817 Display Panel 818 332 Cabinet Layout 819 Signal Pole Foundation Type 2 & 3 820 Telemetry Cabinet & Foundation 821 Service Cabinet for Street Illumination 822 Conduit Riser Detail for PUD Service Drop 823 Decorative Street Light, Type A & B Poles 824 Decorative Street Light 825 Model 332 Cabinet Foundation Detail 826 NEMA Type Controller Cabinet Foundation Detail 827 Emergency Pre-Emption Beacon Mounting Detail (Type “PS” Pole) 828 Traffic Electrical Cabinet ---PAGE BREAK--- 28" 6" 36" 6" 36" 64" 14" 1. METERBASE: 400 AMP MAX, 320 CONT, 4 JWA, AW #324N WITH BYPASS BLOCKS (CONTRACTOR TO VERIFY WITH PUD). 2. PANELBOARD: 120V/240 VAC, 400 AMP, 1 PHASE, 3 WIRE, COPPER BUS SERIES RATED AT 65 KAIC, 30 CKT INTERIOR. MAIN BREAKER 30O AMP, 2 POLE, "CUTLER HAMMER" #DK2300, "CUTLER HAMMER" TYPE BAB BOLT-ON BRANCH BREAKERS: 2 - 30/2 STREET LIGHTING BRANCH (PROVISIONS FOR 2 MORE). 2 - 30/2 ORNAMENTAL LIGHTING BRANCH 2 - 30/1 SIGNAL BRANCH 1 - 15/1 CONTROL CKT BRANCH. 1 - 20/1 RECEPTACLE BRANCH 2 - 20/1 SPARE BRANCH 12 - 20/1 HOLIDAY LIGHTING BRANCH. 4 - SPARE SPACE 3. CONTACTOR: 30 A, LIGHTING RATED, 120 VAC COIL. 2 - REQUIRED, 4-POLE, STREET LIGHTING & ORNAMENTAL LIGHTING (PROVISIONS FOR 1 MORE). 1 - REQUIRED, 12-POLE, HOLIDAY LIGHTING 4. PHOTOCELL: 1800 WATT, 105 TO 305 VAC, PHOTO DIODE TYPE PER WSDOT SPEC, ALR #SST-PV-IES. 5. PHOTO-CELL BYPASS SWITCH SPDT, 20 AMP, 277 VOLT RATED “TEST SWITCH”. 6. CONTROL SWITCH: 30MM, HOA SWITCH SQ D #9001KS43B. 3-REQUIRED: STREET LTG, ORNAMENTAL LTG, HOLIDAY LIGHTING. 7. TIMER: 24 HR, 120 VAC, 40 AMP, WITH SPRING WOUND CARRYOVER WIRED IN SERIES WITH PHOTOCELL, FOR ORNAMENTAL LTG & HOLIDAY LIGHTING. 8. CONVENIENCE OUTLET: DUPLEX RECEPTACLE, GFCI, 120 VAC, 20A. 11" WINDOW FOR READING METER 2 LIFTING EYES PANEL FRONT PUD METER SIDE SIDE LOAD SIDE 1. CABINET: NEMA 3R, PADMOUNT, WELDED SEAM CONSTRUCTION, MILL FINISHED ALUMINUM, OPEN BOTTOM WITH 2" INSIDE RETURN, 2 SCREENED AND GASKETED VENTS AND U.L. LISTED. FOUNDATION PER STANDARD DRAWING 826. 2. DOORS: HEAVY DUTY CONCEALED HINGE (LIFT-OFF TYPE). CLOSED CELL NEOPRENE GASKET AND PADS. METER DOOR WITH POLISHED WIRE GLASS WINDOW. 3. LOCKABLE VAULT HANDLES: STAINLESS STEEL. 4. PANEL DOOR: 3 POINT LATCH, TUMBLER LOCK, KEYED FOR "BEST" LOCK AND SUPPLIED WITH A BLUE CONSTRUCTION CORE. 5. METER DOOR: SINGLE POINT LATCH WITH PADLOCK. HANDLE TO OPEN AWAY FROM KEY/LOCK. 6. INCLUDE LIFTING EYES ON CABINET ROOF. 7. PAINT: ZINC RICH ALUMINUM OUTSIDE, POLYESTER POWDER COAT WHITE INSIDE. 8. ALL UNFUSED POWER SHALL BE PROTECTED FROM ACCIDENTAL CONTACT BY MAINTENANCE PERSONNEL AND ISOLATED IN ENCLOSED RACEWAYS/WIRE CUTTERS. 9. PANEL BOARDS SHALL EITHER BE TOTALLY ENCLOSED OR PROTECTED WITH A DEAD-FRONT DOOR. 10. FEEDS TO PANEL BOARDS TO OCCUR DIRECTLY THROUGH BACK OF PANEL BOARD OR VIA ENCLOSED WIRE CUTTER. COMPONENT SCHEDULE: CABINET FABRICATION NOTES: PANEL FRONT 1 4 2 7 6 8 5 3 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD801.DWG PLOTTED: 1/25/2019 1:29 PM 01/13/2017 801 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 400 AMP SERVICE CABINET ---PAGE BREAK--- LANDING PAD 120/240V 1Ø 3W PHOTOCELL METER SOCKET 400A, 4 JAW 300 MAIN TEST SWITCH TIMER CONTACTOR 12 POLE CONTACTOR 4 POLE O A H 240V STREET LIGHTING CKT1 CKT2 30A 30A 30A 30A CKT1 CKT2 20A CKT1 20A CKT2 20A CKT3 20A CKT4 20A CKT5 20A 20A CKT6 20A CKT7 20A CKT8 20A CKT9 20A CKT10 20A CKT11 CKT12 20A BLANK BLANK BLANK BLANK BLANK BLANK CONTACTOR 4 POLE GFI RECEPTACLE 240V ORNAMENTAL LIGHTING 120V HOLIDAY LIGHTING 15A 30A SIGNAL 30A SIGNAL 20A SIGNAL 20A SIGNAL O A H W R B T 24" 12" 18"MIN 32" 28" 36" 40" 30" 2" TYP 2" MIN/3" MAX 4" 32" 24" 2FT WIDE 4" THICK CONC SAFETY PAD REQUIRED ON ALL SIDES WITH ACCESS. SEAL WITH SILICONE COMPOUND 1 2" 45° CHAMFER ALL TOP EDGES CONDUIT TYPE & SIZE PER PLANS & SPECIFICATIONS FINISHED GRADE SAFETY PAD 1. FORMED CONSTRUCTION. 2. COMMERCIAL CONCRETE. 3. 1 2" CHAMFER AT FOUNDATION TOP. 4. STAINLESS STEEL ANCHOR BOLTS, LOCATION, SIZE AND QUANTITY PER CABINET MFG SPEC. 5. FOUNDATION AND PAD TO SIT ON UNDISTURBED SOIL. 6. CONDUIT TO EXTEND 2" MIN TO 3" MAX ABOVE FOUNDATION. 7. TOP SURFACE SHALL BE LEVEL. FOUNDATION & SAFETY PAD NOTES WIRING SCHEMATIC TOP FRONT SIDE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD802.DWG PLOTTED: 1/31/2019 2:03 PM 04/07/2017 802 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 400 AMP SERVICE SCHEMATIC 40" ---PAGE BREAK--- CABINET ENCLOSURE NOTES PUD METER SIDE SIDE LOAD SIDE COMPONENT SCHEDULE 16" 46" 10.5" 21" 7" POLISHED WIRE GLASS WINDOW 6" 6" PANEL 2" 2" CABINET: NEMA 3R, PADMOUNT, WELDED SEAM CONSTRUCTION, MILL FINISHED ALUMINUM, OPEN BOTTOM WITH 2" INSIDE RETURN, 2 SCREENED AND GASKETED VENTS AND U.L. LISTED. FOUNDATION PER CITY STANDARD DRAWING 821. DOORS: HEAVY DUTY CONCEALED HINGE (LIFT-OFF TYPE) CLOSED CELL NEOPRENE GASKET AND PADS. METER DOOR WITH POLISHED WIRE GLASS WINDOW. LOCKABLE VAULT HANDLES: STAINLESS STEEL PANEL DOOR: WITH 3 POINT LATCH, TUMBLER LOCK, KEYED FOR "BEST" LOCK AND SUPPLIED WITH A BLUE CONSTRUCTION CORE. METER DOOR: SINGLE POINT LATCH WITH PADLOCK. HANDLE TO OPEN AWAY FROM KEY/LOCK. INCLUDE LIFTING EYES ON CABINET ROOF. PAINT: ZINC RICH ALUMINUM OUTSIDE, INSIDE POLYESTER POWDER COAT WHITE. ALL UNFUSED POWER SHALL BE PROTECTED FROM ACCIDENTAL CONTACT BY MAINTENANCE PERSONNEL AND ISOLATED IN ENCLOSED RACEWAYS/WIRE GUTTERS. PANEL BOARDS SHALL EITHER BE TOTALLY ENCLOSED OR PROTECTED WITH A DEAD-FRONT DOOR. FEEDS TO PANEL BOARDS TO OCCUR DIRECTLY THROUGH BACK OF PANEL BOARD OR VIA ENCLOSED WIRE GUTTER. 1. METERBASE: 200 AMP, 4 JAW, AW #U264 WITH BYPASS BLOCKS (CONTRACTOR TO VERIFY WITH PUD). 2. PANELBOARD: 120V/240 200 AMP, 1 PHASE, 3 WIRE, COPPER BUS SERIES RATED AT 65 KAIC, 18 CKT INTERIOR. MAIN BREAKER 20O AMP, 2 POLE, "CUTLER HAMMER" #ED2200, "CUTLER HAMMER" TYPE BAB BOLT-ON BRANCH BREAKERS: 2 - 30/2 STREET LIGHTING BRANCH. 1 - 30/2 ORNAMENTAL LIGHTING BRANCH 1 - 30/1 SIGNAL BRANCH 1 - 15/1 CONTROL CKT BRANCH. 1 - 20/1 RECEPTACLE BRANCH 2 - 20/1 SPARE BRANCH 7 - SPARE SPACE. 3. CONTACTOR: 30 A, LIGHTING RATED, 4 POLE, 120 VAC COIL, 2 REQUIRED. 4. PHOTOCELL: 1800 WATT, 105 TO 305 VAC, PHOTO DIODE TYPE PER WSDOT SPEC, ALR #SST-PV-IES. 5. PHOTO-CELL BYPASS SWITCH HOA, 30 MM, “SQ D #9001KS43B”. 6. CONVENIENCE OUTLET: DUPLEX RECEPTACLE, 120 VAC, GFCI. 125 VAC, 20 A. WIRING SCHEMATIC 120/240V 1Ø 3W O A H R B O A H 200/2 MAIN W 15/1 30/2 15/1 30/2 30/2 20/1 30/1 SIGNAL 20/1 SPARE 20/1 SPARE BLANK BLANK METER SOCKET 200 AMP, 4 JAW LANDING PADS PHOTOCELL (1800 VA, 120V) CONTACTOR 4 POLE CONTACTOR 4 POLE 240V ORNAMENTAL LIGHTING 240V STREET LIGHTING 1 6 3 2 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD803.DWG PLOTTED: 1/25/2019 1:30 PM 01/13/2017 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 200 AMP SERVICE CABINET FOR METERED SIGNAL, ORNAMENTAL LIGHTING W/PHOTOCELL FOR LIGHTING 803 ---PAGE BREAK--- 1. UNLESS OTHERWISE INDICATED ON PLANS ALL LOOP DETECTORS SHALL BE CENTERED IN THE LANE. 2. FOR LANES 14' AND WIDER, 8'x30' LOOP WILL BE USED. 3. ALL LOOP DETECTORS SHALL BE BROUGHT BACK AS INDIVIDUALLY TWISTED AND SHIELDED PAIR, THIS SHIELDED PAIR MAY BE CONTAINED IN MULTI-PAIR (INDIVIDUALLY SHIELDED AND TWISTED) CABLE. 4. INSTALL MAXIMUM OF 3 LOOPS PER SAWCUT. ONLY LOOPS ASSOCIATED WITH THE SAME SIGNAL PHASE SHALL BE INSTALLED IN THE SAME SAWCUT. 5. FOR CROSSWALK AND STOPLINE LAYOUT SEE STANDARD DRAWING 721. 6. FOR LOOP INSTALLATION SPECIFICATIONS SEE STANDARD DRAWING 809 & 810. 7. HOME RUNS WILL CROSS ADJACENT LANES AT RIGHT ANGLE TO DIRECTION OF TRAVEL SO AS TO NOT CONFLICT WITH FUTURE LOOP INSTALLATION IN THE ADJACENT LANES. 8. 6"x6" WHITE STAMARK TAPE LOCATED AT THE CENTER OF THE LOOP, ORIENTED AS A DIAMOND IN THE LANE TO BE INSTALLED BY CITY FORCES OR STRIPING CONTRACTOR. NOTES: 30' 6' TYP 3' 6" MIN PVC CONDUIT (SEE STANDARD PLAN 809) CONDUIT TYPE AND SIZE TO CONTOLLER SEE PLAN SHEET JUNCTION BOX PER PLANS (SEE STANDARD DETAIL 808) CONDUIT TO OTHER LOOPS SEE PLAN SHEET FOR SIZE AND TYPE SEE NOTE 6 STOP LINE CROSSWALK SEE NOTE 4 SEE NOTE 8 CURB & GUTTER T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD804.DWG PLOTTED: 1/25/2019 1:30 PM 04/07/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE 1 STOP LINE LOOP DETECTION LAYOUT 804 ---PAGE BREAK--- 1. UNLESS OTHERWISE INDICATED ON PLANS ALL LOOP DETECTORS SHALL BE CENTERED IN THE LANE. 2. FOR LANES 14' AND WIDER, LOOP LAYOUT WILL BE ADJUSTED IN THE FIELD BY THE ENGINEER. 3. LOOP SPLICING TO LEAD-IN CABLE PER PLANS. 4. INSTALL MAXIMUM OF 3 LOOPS PER SAWCUT. ONLY LOOPS ASSOCIATED WITH THE SAME SIGNAL PHASE SHALL BE INSTALLED IN THE SAME SAWCUT. 5. FOR CROSSWALK AND STOPLINE LAYOUT SEE STANDARD DRAWING 721. 6. FOR LOOP INSTALLATION SPECIFICATIONS SEE STANDARD DRAWINGS 809 & 810. 7. HOME RUNS WILL CROSS ADJACENT LANES AT RIGHT ANGLE TO DIRECTION OF TRAVEL SO AS TO NOT CONFLICT WITH FUTURE LOOP INSTALLATION IN THE ADJACENT LANES. 8. 6"x6" WHITE STAMARK TAPE LOCATED AT THE CENTER OF THE LOOP, ORIENTED AS A DIAMOND IN THE LANE TO BE INSTALLED BY CITY FORCES OR STRIPING CONTRACTOR. NOTES 12' O.C. 12' O.C. CONDUIT TO OTHER LOOPS SEE PLAN FOR SIZE & TYPE PVC CONDUIT (SEE STANDARD DRAWING 809) JUNCTION BOX LOCATION PER PLAN (SEE STANDARD DRAWING 808) CONDUIT TYPE & SIZED FOR CONTROLLER SEE PLAN SEE NOTE 8 TYPICAL SEE NOTE 6 TYPICAL 6' Ø CENTERED IN LANE TYPICAL 3' STOP LINE CROSSWALK CURB & GUTTER 6" MIN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD805.DWG PLOTTED: 1/25/2019 1:31 PM 08/02/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TYPE 2 STOP LINE LOOP DETECTION LAYOUT 805 ---PAGE BREAK--- 1.88"-2.38" 16" 5.75" 12" 3" TO 4" 1.87" 12" DIA 5.75" 7" TO 8 " 2.5"DIA 1.87" NOTES 1. CABINET MATERIALS AND FABRICATION PER WSDOT/APWA STANDARD SPECIFICATIONS 9- 29.5. 2. PLACEMENT OF TERMINAL STRIPS PER THIS DRAWING. 3. PLACEMENT OF WIRE TERMINATION LABELS SHALL BE PER PLAN. 8" WIDE ALUMINUM CHANNEL MOUNTING BRACKER 2 1/2" Ø THREADED NIPPLE AND GROUND NUT (WIRE WAY) TYPICAL POLE TERMINATION WIRING SCHEME TYPICAL CONTROLLER 10Cd TERMINATION WIRING SCHEME 2 1/2" THREADED NIPPLE AND GROUND NUT (WIRE WAY) THREADED NIPPLE AND GROUND NUT. 4" DIA SHOWN RISER AS REQUIRED 4" DIA SHOWN THREADED NIPPLE AND GROUND NUT. 4" DIA SHOWN EXISTING POLE ACCESS OPENING A A SECTION A-A PLAN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD806.DWG PLOTTED: 1/25/2019 1:31 PM 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. POLE MOUNTED TERMINAL CABINET 806 ---PAGE BREAK--- CLEARANCE CONDUCTOR CONDUCTOR CONDUCTOR NEUTRAL IF < 50 KV IF > 50 KV 1. FOR ADDITIONAL INFORMATION ON MIN CLEARANCES REFER TO SNOHOMISH COUNTY PUD NO 1 T&D GUIDELINES SECTION 4 & W.A.C 296-155-428. 2. ANY FINAL INSTALLATION CLEARANCES FROM EXISTING UTILITIES LESS THAN SHOWN ABOVE MUST BE APPROVED BY THE AFFECTED UTILITY. 35' MAX MOUNTING HEIGHT 6' MIN 10' MIN 10'+0.4" PER KV OVER 50KV STREET LIGHT POLE OR OTHER SUPPORTING STRUCTURE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD807.DWG PLOTTED: 1/25/2019 1:31 PM 04/07/2017 RYAN SASS CORY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. LUMINAIRE MOUNTING HEIGHT & UTILITY CLEARANCES 807 ---PAGE BREAK--- 1"x1" LTRS 2 @ 5/8" N/A 12 N/A 3" 17-1/2" 27-1/2" 25" 35-1/2" N/A W-2.5 1 1/2" 5/16" 12" 16 7/8" 26 3/8" 17" 28" 22 1/2" 33" BOX TYPE TYPE 2 17" BOX OUTSIDE WIDTH B FINGER HOLE #/DIA BOX EXTENSION DEPTH CAPACITY CONDUIT INCH Ø'S FOUNDATION REINF. FOUNDATION DEPTH FOUNDATION INSIDE WIDTH FOUNDATION INSIDE LENGTH FOUNDATION OUTSIDE WIDTH FOUNDATION OUTSIDE LENGTH BOX OR EXTEN WALL WIRE REINF WALL THICKNESS LID THICKNESS BOX INSIDE WIDTH BOX INSIDE LENGTH X W V T U S HANDLE LEGEND BOX DEPTH LID WIDTH LID LENGTH H Q R M K L J E G F D C 2 @ 5/16" N/A N/A 3" 11-1/2" 16-1/2" 6 19-1/2" 24-1/2" N/A 1"x1" LTRS W-3 1 1/2" 5/16" 12 7/8" 17 7/8" 12" 13" 18" BOX OUTSIDE LENGTH ITEM A DIM. PLAN TYPE 1 22" 30" 1 @ 5/8" 2-W-5 24 12" 3" 20" 36" 1"x1" LTRS 25 7/8" 37 7/8" 1/2" 36" 48" ONE W-5 3" 12" 24" 36" LID HANDLE TYPE 8 42" PLAN C A Q D B R Q or R S or T U V SECTION M L X 3/4" MIN 1/2"Ø STEEL HANDLE NUT OR WELDED WASHER HANDLE STOP LID HOOK ∠1"x1"x3/16" K 8" 1 1/2" 2" J C G H 1/16" CLR JUNCTION BOX DIMENSIONS BASE SECTION REQUIRED ON ALL J-BOX'S 6" DEEP GRAVEL BASE FOR CONDUIT SIZE SEE PLAN SHEET UNPAVED PAVED AREA 1. ALL DIMENSIONS ARE MINIMUM. EXACT CONFIGURATIONS VARY AMONG DIFFERENT MANUFACTURERS. 2. THE NOTED LID THICKNESSES ARE OVERALL MINIMUMS. NON-SKID LID SHALL BE HOT DIP GALVANIZED IN ACCORDANCE W/ ASTM A 123. AN APPROVED SURFACE PLATE IS STEEL "SLIPNOT GRADE 3 - COARSE" BY "W.S. MOLNAR CO". 3. LID SUPPORT MEMBERS SHALL BE WELDED TO FRAME. 4. 4000 PSI CONCRETE IS ALLOWED IF BOX REINFORCEMENT CONSISTS OF 6x6 - W3xW3 WELDED WIRE FABRIC WELDED TO THE FRAME. 5. WHEN NOTED IN THE CONTRACT TYPE 2 AND TYPE 8 BOXES SHALL BE PROVIDED WITH 12" DEEP EXTENSION BOXES. 6. WHEN NOTED IN THE CONTRACT TYPE 2 BOXES SHALL BE PROVIDED WITH A 10"x27 1/2" 10 GAGE DIVIDER PLATE COMPLETE WITH FASTENERS. 7. NON CONCRETE BOXES MAY BE SUBMITTED FOR APPROVAL EVALUATION WILL INCLUDE AN H-20 LOAD TEST. 8. ALL BOXES WILL BE WSDOT APPROVED AND CERTIFIED. 9. LEGEND FOR TRAFFIC SIGNAL SYSTEM BOXES WILL BE "TS", AND "LT" FOR ILLUMINATION SYSTEMS. LEGEND LETTERS WILL BE FORMED WITH 1/8" WELD BEAD. NOTES: JUNCTION BOX INSTALLATION 1" MIN 3" MAX 6" MIN 8"MAX 2"MIN SECTION JUNCTION BOX T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD808.DWG PLOTTED: 1/25/2019 1:31 PM 01/17/2017 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC JUNCTION BOX DETAILS FRAME 3000 PSI CONC GALV STEEL ASTM A-82 STEEL FOUNDATION LID SUPPORT HANDLE REINF ANCHORS LID 6000 PSI CONC BOX ITEM MATERIAL 808 JUNCTION BOX MATERIALS FLAT OR DIA- MOND GALV STEEL A786 1/8"MIN GALV STEEL C,L OR T, -A36 NON-SKID PLATE STEEL (GALV) STEEL WIRE OR TEE PLATE ---PAGE BREAK--- 1. SEALANT - CRAFCO PART NO 34271, OR APPROVED EQUAL. 2. LOOP WIRE - NUMBER VARIES SEE LOOP WINDING DETAILS STANDARD DRAWING 810. 3. LEAD-IN WIRES: ONE PAIR FOR EACH LOOP SERVED, 3 PAIR MAX PER SAWCUT. 4. EXTEND SAWCUT SUFFICIENT LENGTH TO PROVIDE FULL SAWCUT DEPTH AROUND CORNERS. 5. LOCATE CORNER SAWCUT AT 45° TO SIDE CUTS TO PREVENT KINK IN LOOP WIRE AND ALSO MINIMIZE VOID. TRIANGULAR VOID WILL BE REMOVED AND FILLED WITH SEALANT. INSTALLATION NOTES: 6" 2" TRENCH WIDTH (MIN) CONDUIT SIZE (MIN) LOOP LEAD PAIRS F S 4" TABLE A 2" SPLICE DETAIL 1-2 4" 2" 3 4" 2" 4-5 6" 2" 6-8 9-12 GURB & GUTTER PAVED SHOLDER OR SIDEWALK AREA PAVED SHOULDER TRAVELLED WAY GROUND DRAIN WIRE AT AMPLIFIER ONLY USE SAME PROCEDURE FOR 3 PAIR LEAD-IN CABLE AND MULTIPLE LOOP SPLICE TYPICAL CONDUIT PLACEMENT FOR LOOP LEAD-IN WIRES JUNCTION BOX SEE NOTE 11 SEE SPLICE DETAIL THIS SHEET SEE STANDARD DRAWING 808 FOR JUNCTION BOX INSTALLATION SEE PLANS FOR CONDUIT SIZE SEE TABLE A FOR CONDUIT SIZE SEAL ENDS WITH ELECTRICAL PUTTY AND TAPE SCOTCHAST EPOXY 82-B1 SPLICE KIT FILLED WITH EPOXY LOOP WIRE #14 (IMSA 51-7) *DRAIN WIRE FOIL SHIELD SEE NOTE 14 DETECTOR LEAD-IN CABLE (IMSA 50-2-1984) OR 3 SHIELDED PAIR CABLE (BELDEN 1037A) AS NOTED SEE DETAIL A THIS SHEET 18" MIN COVER 6" DEEP GRAVEL BASE 1 1/2" 1" NOTE: ALL STOP BAR LOCATIONS SHALL HAVE 2" CONDUIT SIZE MINIMUM DETAIL A EDGE OF TRAVELLED WAY OR CURB/GUTTER SEE NOTE 12 SAWCUT (TYP) A A SEE DETAIL A THIS SHEET 1. INSTALL JUNCTION BOX AND LEAD-IN CONDUIT. 2. SAW LOOP SLOTS AND LEAD-IN SLOTS. 3. LAY OUT LOOP WIRE BEGINNING AT JUNCTION BOX, ALLOWING 5' MINIMUM SLACK. 4. INSTALL WIRE IN LOOP SLOT. SEE LOOP WINDING DETAIL. 5. RETURN TO JUNCTION BOX AND IDENTIFY LEADS WITH PLAN DETECTOR NUMBER AND FOR START AND FOR FINISH. 6. TWIST EACH PAIR OF LEAD-IN WIRES TWO TURNS PER FOOT FROM LOOP TO JUNCTION BOX AND INSTALL IN LEAD-IN SLOT AND CONDUIT. REVERSE DIRECTION OF TWIST FOR EACH SUCCESSIVE PAIR INSTALLED. 7. CONSTRUCT SUPPLEMENTAL SPLICE CONTAINING ANY SERIES OR PARALLEL LOOP CONNECTIONS REQUIRED IN PLANS. SUPPLEMENTAL SPLICES ARE SUBJECT TO THE SAME REQUIREMENTS SHOWN FOR THE LOOP LEAD AND SHIELDED CABLE SPLICE. IF APPROVED BY ENGINEER SCOTCHLOK 3570 EPOXY KIT SEALING PACKS MAY BE SUBSTITUTED FOR THE SCOTCHCAST 82-B1 FOR SUPPLEMENTAL SPLICES. 8. SPLICE LOOP LEADS OR SUPPLEMENTAL SPLICE LEADS TO SHIELDED CABLE AS NOTED. 9. COMPLETE INSTALLATION AND TEST LOOP CIRCUITS OR COMBINATION LOOP CIRCUITS. SEE WSDOT STANDARD SPEC 8-20.3(14)D. 10. FOR LOOP LOCATION REFER TO STANDARD DRAWING 805 AND PLANS. 11. SEAL ENDS OF CONDUIT WITH ELECTRICAL PUTTY OF SILICONE. 12. DRILL HOLE FOR HOME-RUN CONDUIT 1" LARGER THAN CONDUIT AND FILL VOID WITH HOT MIX ASPHALT. 13. ALL SPLICES SHALL BE ABLE TO BE RAISED A MINIMUM OF 16" ABOVE GROUND LINE. 14. BUCHANAN 2006S SPLICE CAPS, CRIMP WITH BUCHANAN C-24 CRIMPER FOLLOWING MANUFACTURE'S INSTALLATION PROCEDURE. SOLDER CRIMP (NO OPEN FLAME TORCH OR SIMILAR IS ALLOWED) AND TAPE WITH 2 LAYERS OF TAPE. GENERAL NOTES FOR LOOP INSTALLATION: T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD809.DWG PLOTTED: 1/25/2019 1:32 PM 04/07/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 809 TRAFFIC INDUCTION LOOP JUNCTION B0X, SPLICE & NOTES ---PAGE BREAK--- LOOP WINDING 3 TURNS TYPE 1 TYPE 2 4 TURNS TYPE 3 4 TURNS BICYCLE STOP LINE 6' 6' OT 8' SEE STD 802 1' MIN 6'Ø DETAIL C 4 5 SAWCUT (TYP) A A A A A A B B 1"MIN 30' 6' OR 8' SEE STD 802 DETAIL B 4 5 SAWCUT TO JB B B B B A A A A SECTION B-B SECTION A-A 2" MIN 3 1/2" MIN 4" MAX 2" MIN 1/2" PER PAIR 3 1/2" MIN 4" MAX 1 2 3 1. SEALANT - CRAFCO PART NO 34271, OR APPROVED EQUAL. 2. LOOP WIRE - NUMBER VARIES SEE LOOP WINDING DETAILS STANDARD DRAWING 810. 3. LEAD-IN WIRES: ONE PAIR FOR EACH LOOP SERVED, 3 PAIR MAX PER SAWCUT. 4. EXTEND SAWCUT SUFFICIENT LENGTH TO PROVIDE FULL SAWCUT DEPTH AROUND CORNERS. 5. LOCATE CORNER SAWCUT AT 45° TO SIDE CUTS TO PREVENT KINK IN LOOP WIRE AND ALSO MINIMIZE VOID. TRIANGULAR VOID WILL BE REMOVED AND FILLED WITH SEALANT. INSTALLATION NOTES: 1. INSTALL JUNCTION BOX AND LEAD-IN CONDUIT. 2. SAW LOOP SLOTS AND LEAD-IN SLOTS. 3. LAY OUT LOOP WIRE BEGINNING AT JUNCTION BOX, ALLOWING 5' MINIMUM SLACK. 4. INSTALL WIRE IN LOOP SLOT. SEE LOOP WINDING DETAIL. 5. RETURN TO JUNCTION BOX AND IDENTIFY LEADS WITH PLAN DETECTOR NUMBER AND FOR START AND FOR FINISH. 6. TWIST EACH PAIR OF LEAD-IN WIRES TWO TURNS PER FOOT FROM LOOP TO JUNCTION BOX AND INSTALL IN LEAD-IN SLOT AND CONDUIT. REVERSE DIRECTION OF TWIST FOR EACH SUCCESSIVE PAIR INSTALLED. 7. CONSTRUCT SUPPLEMENTAL SPLICE CONTAINING ANY SERIES OR PARALLEL LOOP CONNECTIONS REQUIRED IN PLANS. SUPPLEMENTAL SPLICES ARE SUBJECT TO THE SAME REQUIREMENTS SHOWN FOR THE LOOP LEAD AND SHIELDED CABLE SPLICE. IF APPROVED BY ENGINEER SCOTCHLOK 3570 EPOXY KIT SEALING PACKS MAY BE SUBSTITUTED FOR THE SCOTCHCAST 82-B1 FOR SUPPLEMENTAL SPLICES. 8. SPLICE LOOP LEADS OR SUPPLEMENTAL SPLICE LEADS TO SHIELDED CABLE AS NOTED. 9. COMPLETE INSTALLATION AND TEST LOOP CIRCUITS OR COMBINATION LOOP CIRCUITS. SEE WSDOT STANDARD SPEC 8-20.3(14)D. 10. FOR LOOP LOCATION REFER TO STANDARD DRAWING 805 AND PLANS. 11. SEAL ENDS OF CONDUIT WITH ELECTRICAL PUTTY OF SILICONE. 12. DRILL HOLE FOR HOME-RUN CONDUIT 1" LARGER THAN CONDUIT AND FILL VOID WITH HOT MIX ASPHALT. 13. ALL SPLICES SHALL BE ABLE TO BE RAISED A MINIMUM OF 16" ABOVE GROUND LINE. 14. BUCHANAN 2006S SPLICE CAPS, CRIMP WITH BUCHANAN C-24 CRIMPER FOLLOWING MANUFACTURE'S INSTALLATION PROCEDURE. SOLDER CRIMP (NO OPEN FLAME TORCH OR SIMILAR IS ALLOWED) AND TAPE WITH 2 LAYERS OF TAPE. GENERAL NOTES FOR LOOP INSTALLATION: 1 # T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD810.DWG PLOTTED: 1/25/2019 1:32 PM 04/07/2017 RYAN SASS CORY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 810 TRAFFIC INDUCTION LOOP LOOP TYPES, SAW CUT SECTIONS & NOTES ---PAGE BREAK--- ILLUMINATED 120 VAC PWR & TEST POINTS 507 ILLUMINATED SIGNS SIGN 3 524 FIELD B A 521 ILLUMINATED SIGN 1 520 SIGN 2 ILLUMINATED 522 523 CABINET FIELD CABINET B A 504 503 LIGHTS LIGHTS CONTROL 506 505 LIGHTS XWALK SPARE SIGN 4 525 ILLUMINATED 526 527 SPARE SPARE CABINET FLASH IMPUT 596 TIMED AC+ FLASH C1 FUSED AC+ DETECTOR 511 508 PHOTOCELL FLASH C2 514 513 512 TIMED FL 516 515 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD811.DWG PLOTTED: 1/25/2019 1:32 PM Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM LAK 811 AC POWER PANEL DETAIL ---PAGE BREAK--- 1. THE TOP 12" OF ANCHOR BOLTS SHALL BE GALVANIZED. 2. INSTALL 2" x 1" REDUCING WASHER AND 1" CONNECTOR TO SECURE CONDUCTORS, AND COIL 30" OF CABLE FOR FUTURE CONNECTION AT END OF MAST ARM. 3. FOR DOUBLE MAST ARM INSTALL 2ND CABLE BETWEEN LUMINAIRES WHEN BOTH LUMINAIRES ARE ON SAME CIRCUIT. 4. CONDUCTOR ATTACHMENT BRACKET PER WSDOT/APWA STD PLAN J-28.50. 5. PLACE POLE AND BRACKET CABLE IN CONDUCTOR ATTACHMENT BRACKET. STRIP OUTER CABLE SHEATH BELOW BRACKET AND CONNECT TO FEED CABLE WITH QUICK DISCONNECTS. FOUNDATION SECTION POLE & FOUNDATION NOTES: 1. BASE PLATE PER POLE FABRICATOR'S DRAWINGS: 2. FOR ALUMINUM POLES, BOLT CIRCLE IS 11-1/2" 1/2". 3. FOR STEEL POLES, BOLT CIRCLE IS DEPENDENT ON TYPE AND HEIGHT OF POLE. BASE PLATE & BOLT CIRCLE NOTES: 18"MIN 4' 2" CLR 3' SQ OR ROUND 5 - 1/4" SINGLE OR DOUBLE MAST ARM AS PER PLANS BUSHING REQUIRED ON ALL CONDUIT ENDS BASE PLATE 1/2" EXPANSION JOINT IF FOUNDATION IN SIDEWALK 2" GROUT 2" PVC CONDUIT 8-#7 VERTICAL BARS EVENLY SPACED #4 HOOPS ON 12" CTR COMMERCIAL CONCRETE 4 ANCHOR BOLTS 1"x 36"x4'+ AST, F 1554 GRADE 55 PLACEMENT NOTES: CONDITION 3 CONDITION 3 NOTES: CONDITION 2 CONDITION 1 1. IF POLE FOUNDATION FALLS WITHIN SIDEWALK AREA, TOP OF FOUNDATION WILL BE FLUSH WITH FINISHED SIDEWALK AND BE FINISHED IN THE SAME MANNER AS SIDEWALK. 2. 1/2" EXPANSION JOINT WILL BE PLACED BETWEEN FOUNDATION AND SIDEWALK. 1. CONDITION 1 & 2 ARE NORMAL INSTALLATION OPTIONS DEPENDING ON STREET DESIGN. 2. CONDITION 3 INSTALLATION IS ALLOWED WITH APPROVAL OF CITY ENGINEER WHERE EXISTING R/W OR PHYSICAL CONDITIONS WARRANT THIS TYPE INSTALLATION. LEVELING NUTS SEE FOUNDATION SECTION 2" PVC CONDUIT (TYP) CONDUIT PER PLANS (TYP) JUNCTION BOX TYPE PER PLANS (TYP) 18" MIN CLR FACE OF CURB FACE OF CURB 18" MIN CLR 4" MIN CLR 4' MIN CLR SIDEWALK STA & OFFSET OF FOUNDATION PER CONSTRUCTION PLANS PLANTER STRIP SIDEWALK 18" MIN CLR 3' MIN SIDEWALK 4 1 5 3 2 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD812.DWG PLOTTED: 1/25/2019 1:32 PM 11/14/2018 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. STREET LIGHT POLE & FOUNDATION DETAILS & PLACEMENT CONDITIONS 812 ---PAGE BREAK--- DEADEND MOUNTING CABLE SUSPENSION CLAMP G A 8" C B B 4 H 3" MIN D E A B F D 3 C 2 I 4 E C C T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD813.DWG PLOTTED: 1/25/2019 1:32 PM 04/26/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 813 AERIAL TELEMETRY SPANWIRE INSTALLATION DEADEND & CABLE SUSPENSION CLAMP INSTALLATION NOTES EQUIPMENT LEGEND 1. IF HORIZONTAL DEFLECTION IS GREATER THAN 2 DEGREES USE ANGLE POINT MOUNTING STANDARD DRAWING 814. 2. CONNECT MESSENGER CABLE TO POLE GROUND WIRE. 3. SPLIT MESSENGER CABLE AWAY FROM MAIN CABLE. 4. FOR DOWN GUY SEE WSDOT STANDARD PLAN J-7D. A. 5/8" STRAIGHT HOT-DIPPED GALVANIZED STEEL BOLT (LENGTH VARIES DUE TO POLE DIAMETER). B. 3" SQ x 3/16" THICK CURVED GALVANIZED WASHER. C. 5/8" GALVANIZED HEX NUT. D. FIGURE 8 CABLE. FOR SIZE AND TYPE SEE PLANS AND SPECIFICATIONS. (MESSENGER 1/4" HS STEEL MIN). E. J-HOOK & CABLE SUSPENSION CLAMP ASSEMBLY (TANGENTIAL SUPPORT W/ CLAMP FOR 5/8" BOLT). F. SHORT-BALE STRANDVISE SIZED TO MESSENGER CABLE (1/4" MIN). G. RISER W/WEATHER HEAD. H. BRASS CABLE CONNECTOR. I. POLE GROUND TO 5/8"x8' COPPER PLATED GROUND ROD. A # ---PAGE BREAK--- ANGLE POINT MOUNTING TELEMETRY JUNCTION BOX A C C A G 1 5 8 2 7 7 F 2 D F D 3 B B 9 6 4 9 9 T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD814.DWG PLOTTED: 1/25/2019 1:33 PM 04/26/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 814 INSTALLATION NOTES EQUIPMENT LEGEND A. 5/8" STRAIGHT HOT-DIPPED GALVANIZED STEEL BOLT (LENGTH VARIES DUE TO POLE DIAMETER). B. 3" SQ x 3/16" THICK CURVED GALVANIZED WASHER. C. 5/8" GALVANIZED HEX NUT. D. FIGURE 8 CABLE. FOR SIZE AND TYPE SEE PLANS AND SPEC'S. (MESSENGER 1/4" HS STEEL MIN). E. J-HOOK & CABLE SUSPENSION CLAMP ASSEMBLY (TANGENTIAL SUPPORT W/ CLAMP FOR 5/8" BOLT). F. SHORT-BALE STRANDVISE SIZED TO MESSENGER CABLE (1/4" MIN). G. BRASS CABLE CONNECTOR. H. POLE GROUND TO 5/8"x8' COPPER PLATED GROUND ROD. A # 1. CONNECT MESSENGER CABLES TOGETHER SUITABLE FOR GROUNDING WIRE. 2. SPLIT MESSENGER CABLE AWAY FROM MAIN CABLE. 3. 3" MINIMUM VERTICAL CLEARANCE BETWEEN GROSSING BOLTS. 4. SINGLE ACCESS CABLE CLOSURE FOR PLASTIC JACKETED TELEPHONE CABLE (RELIABLE ELECTRIC MODEL 100-MB OR EQUAL). 5. TERMINAL BLOCK SIZED AS REQUIRED. 6. MESSENGER CABLE SPLICE WITH STRAND LINK. 7. FIGURE 8 CABLE. SEE PLANS & SPEC'S FOR SIZE AND TYPE. 8. BARE ENDS OF TWISTED PAIRS MUST BE AT LEAST 24" LONG BEFORE TERMINATING. 9. SPLICE CABLE SHIELDING USING 2 CASEY CLIPS (COMMUNICATIONS TECHNOLOGY # C4029 OR EQUAL) AND 1 BONDING JUMPER WITH GREEN INSULATION (NO. 14 AWG STRANDED). AERIAL TELEMETRY SPANWIRE INSTALLATION ANGLE POINT & TELEMETRY JUNCTION BOX ---PAGE BREAK--- POLICE PANEL WIRING (TO +24VDC) POLICE PANEL AND ON/OFF/FLASH RESET PANEL 9 AC- NOTES 8 RESET LIGHT INDICATOR SIGNALS OFF ON RELAY SOCKET TO I14-J TO T1-6 (AC+) TB1-3 11 10 1 2 3 24 VOLT DC (DC GND.) I 14-K 7 6 5 4 AUTO FLASH SWITCH 1. THE SIGNALS "ON-OFF" SWITCH SHALL BE AN "ON-OFF" SWITCH RATED AT 15 AMPS, 125 VOLTS AC 2. 3. THE RESET SWITCH AND AUTO/FLASH SWITCH SHALL BE A PUSH BUTTON SWITCH RATED AT 15 AMPS, 125 VOLTS AC. NOTES 1. THE AUTO-FLASH SWITCH SHALL BE A PUSH BUTTON SWITCH RATED AT 15 AMPS, 125 VOLTS AC. 2. THE RESET SWITCH SHALL BE A PUSH BUTTON SWITCH RATED AT 15 AMPS, 125 VOLTS AC. PUSH BUTTON RESET SWITCH INDICATOR LIGHT IND KEY IND TOGGLE ON-OFF SWITCH TO DC GROUND BUS RESET SWITCH TO T1-7 (MC COIL) FLASH AUTO PUSH BUTTON SWITCH T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD815.DWG PLOTTED: 1/31/2019 2:07 PM 01/17/2017 RYAN SASS CORY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. POLICE PANEL & POWER SUPPLY MODEL 332 CABINET 815 ---PAGE BREAK--- DETECTOR TEST SWITCH WIRING DETECTION PANEL PUSH BUTTON TEST SWITCH INDICATOR LIGHT S Ø5 S IND S Ø5 S Ø1 Ø1 IND S 1 S S Ø6 S Ø6 S Ø6 S Ø2 Ø6 Ø2 S S S Ø6 S Ø7 S Ø6 S Ø2 Ø7 S Ø3 S Ø2 2 S Ø2 3 S Ø2 4 S Ø3 5 L.G. +24 VDC OFF/TEST 48, 49 28, 29 Ø4 P Ø2 P 12 S S Ø8 S Ø8 S Ø8 S Ø4 Ø8 S Ø4 S S S Ø7 OR SD Ø8 ON S S Ø5 OR SD Ø3 OR SD Ø8 S Ø4 S Ø4 8 S Ø4 6 S Ø4 7 S Ø1 OR SD 9 S S 88, 89 Ø8 P S 68, 69 Ø6 P 13 S ON OFF TEST ON OFF TEST ON OFF TEST ON OFF TEST ON OFF TEST ON OFF TEST ON OFF TEST ON OFF TEST CLEAR LED H.L.M.P.-3750 OR EQUAL VEH CALL (Ø1,Ø2 ETC.) DETECTOR OUTPUT OR IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND IND ROTARY WAFER SWITCH KEY MARKER AREA (TYP) T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD816.DWG PLOTTED: 1/25/2019 1:33 PM 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DETECTION PANEL MODEL 332 CABINET 816 ---PAGE BREAK--- DISPLAY PANEL CONFIGURATION DW W G G 8P DW Y Y R R 3 8 6 R W 6P Y G NORM TEST G Y G Y 2P W 5 R 2 R 1 R W DW R R 7 4 Y DW Y Y G 4P G G GREEN INCANDESCENT INDICATOR LIGHT KEY YELLOW RED WALK DON'T WALK G Y R W DW T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD817.DWG PLOTTED: 1/25/2019 1:33 PM 04/26/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DISPLAY PANEL MODEL 332 CABINET PHASE TYPICAL INDICATOR LIGHT TYPICAL PED NUMBER TYPICAL 817 ---PAGE BREAK--- RIGHT SIDE C4 C5 TB3 TB2 LEFT SIDE TB8 TB6 TB4 TB9 TB7 TB5 C5 DC- BUS TB1 A B REAR LR TB04 IR MON RED LR IR T2 TB1 CONTROLLER MODEL 2070 LIGHT SIGN T1 VENT OPENING FAN CABINET TOP DOOR IN DOOR FTR FTR FTR FTR FTR FTR DOOR AC- BUS EQ GRN BUS TBS TB0 B A FRONT FL 2 FL 1 MONITOR CONFLICT FR FR EVP PED DISPLAY OUTPUT PANEL AUXILIARY OUTPUT PANEL POWER SUPPLY PANEL DETECTION PANEL LIFTING EYE POWER PANEL MODEL 2070 CONTROLLER CONFLICT CABINET LT SW POLICE PANEL CABINET LT SW POWER SUPPLY PANEL DISPLAY OUTPUT PANEL AUXILIARY OUTPUT PANEL INPUT FILE I INPUT FILE J INPUT FILE I INPUT FILE J T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD818.DWG PLOTTED: 1/25/2019 1:34 PM 01/17/2017 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 332 CABINET LAYOUT 818 ---PAGE BREAK--- TYPICAL SECTION NOTES 1. FOUNDATION DEPTHS BASED ON 2500 PSF AVERAGE LATERAL BEARING PRESSURE AND Ø @ 26". IF SOIL CONDITIONS AT SITE ARE NOT EQUAL TO OR BETTER THAN THIS THE CONTRACTOR SHALL PROVIDE NEW FOUNDATION DIMENSIONS. 2. ALL POLES AND POLE BASES SHALL HAVE ONE EXTRA 2" CONDUIT THAT EXTENDS TO AND IS CAPPED IN THE NEAREST JUNCTION BOX. UNLESS OTHERWISE APPROVED BY THE ENGINEER. 3. CONCRETE SHALL BE CLASS 3000 POURED IN PLACE WITH FORMING ON THE TOP 3-1/2" AND ALL ABOVE GRADE PORTIONS OF THE FOUNDATION. 4. SIZE AND NUMBER OF CONDUIT(S) PER PLAN. 5. SAW CUT PAVING WHEN FOUNDATION IS IN EXISTING PAVED SURFACE. 6. BOLT CIRCLES AND ANCHOR BOLTS ACCORDING TO MANUFACTURER'S SHOP DRAWINGS AND SPECS. 7. CONDUIT SHALL EXTEND 3" ABOVE FOUNDATION. 8. EXTEND SYSTEM GROUND TO ALL EQUIPMENT (PPB'S, TERMINAL CABINETS, PED SIGNAL HEADS, ETC.) THAT IS LESS THAN 12' ABOVE ABOVE POLE BASE WHEN CONCRETE POLES ARE REQUIRED. 9. REFER TO WSDOT STANDARD PLAN J-26.10 FOR FOUNDATION CONSTRUCTION. 8 7 1" MIN - MAX IN UNPAVED AREAS, FLUSH WITH SIDEWALK IN PAVED AREAS. 2" NOMINAL GROUT PAD WITH 1/2" DRAIN HOLE FLUSH IN PAVED AREAS 6 ANCHOR BOLTS 5 # 4 ROUND OR SQUARE HOOPS AS REQUIRED AT 1'-0" CENTERS 8 # 8 BARS EQUALLY SPACED CLASS 3000 CONCRETE 6" (TYP) 8" (TYP) WIDTH OR DIAMETER SEE TABLE 3" CLEARANCE 2 4 5/8" x 8' COPPER CLAD GROUND ROD 3/4" CHAMFER, NO CHAMFER IN PAVED AREAS 3 CONNECT SYSTEM GROUND TO POLE GROUND STRAP FINISHED GRADE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD819.DWG PLOTTED: 1/25/2019 1:34 PM 01/18/2017 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 819 SIGNAL POLE FOUNDATION TYPE 2 & 3 ---PAGE BREAK--- 24" 10" 2" 24" 26" 12" ISOMETRIC VIEW 4" 12" 30" 46" T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD820.DWG PLOTTED: 1/25/2019 1:34 PM 04/26/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TELEMETRY CABINET & FOUNDATION TYPES 2 & 3 FOUNDATION & RAMP NOTES: 1. NEMA R3, PADMOUNT WELDED SEAM ALUMINUM 0.125" REMOVABLE EQUIPMENT MOUNTING PAN HEAVY DUTY LIFT-OFF HINGE CLOSED CELL NEOPRENE GASKET ON DOOR STAINLESS STEEL VAULT HANDLE BEST CO LOCK WITH CX CORE 2 SCREENED AND GASKETED VENTS. 2. 50 PAIR TERMINAL BLOCK WITH GAS TUBE PROTECTION MODULES RELIANCE COMM/TEC #50VSR4P4MH(OR EQUAL) 3. FINISH: POWDER COAT WHITE INSIDE AND OUT EPOXY ALUMINUM OVERCOAT OUTSIDE. 1. FORMED CONSTRUCTION. 2. CLASS 3000 CONCRETE. 3. 1/2" CHAMFER AT TOP SERVICE. 4. 1/2"x3" STAINLESS STEEL ANCHOR BOLTS (4EA). 5. CONDUIT TO EXTEND A MIN OF 2" ABOVE FOUNDATION. 6. FOUNDATION AND RAMP TO SIT ON UNDISTURBED SOIL PANEL NOTES: 820 ---PAGE BREAK--- UNMETERED LIGHTING 100A 40/2 LTG 40/2 120/240 VAC 1Ø 3W UNDERGROUND WIRING SCHEMATIC SIDE FRONT CABINET NOTES MAIN LUGS LTG 20 GROUND FAULT RECEPTACLE WIREWAY SERVICE 30" 12" 10" 16" 4" 2" (TYP) FOUNDATION & PAD NOTES 24" 40/2 40/2 LTG LTG 46" 2" (TYP) 7. CABINET: NEMA 3R, PAD MOUNT, MILL FINISHED ALUMINUM, OPEN BOTTOM WITH 2" RETURN. REMOVABLE EQUIPMENT MOUNTING PAN. 2 SCREENED AND GASKETED VENTS. U.L. LISTED. 8. DOOR: HEAVY DUTY CONCEALED HINGE, LIFTOFF TYPE, WITH STAINLESS STEEL VAULT HANDLE, AND CLOSED CELL NEOPRENE GASKET. SUPPLY WITH "BEST" LOCK AND BLUE CONSTRUCTION CORE. 9. PANEL BOARD: 120/240 VAC, Ø, 3 WIRE, 100 AMP, 8CKT (SQUARE D Q08-16L100S MAIN LUG ONLY, OR EQUAL), 10 KAIC, WITH TWO 40/2 ILLUMINATION BRANCHES, ONE 20/1 GROUND FAULT RECEPTACLE BRANCH. 10. PAINT: ZINC RICH ALUMINUM OUTSIDE, WHITE INSIDE OVER PRIME OVEN BAKED ENAMEL. 11. TOTAL NUMBER OF BREAKERS IN CABINET NOT TO EXCEED 6. 12. DESIGN BASED ON "SKYLINE: MODEL 47550. 1. FORMED CONSTRUCTION. 2. CLASS 3000 CONCRETE. 3. 1" CHAMFER AT FOUNDATION TOP. 4. 3/8"x3" STAINLESS STEEL ANCHOR BOLTS (4EA). 5. FOUNDATION AND PAD TO SIT ON UNDISTURBED SOIL. 6. CONDUIT TO EXTEND A MIN. OF 6" ABOVE FOUNDATION. PAD FOUNDATION SEAL WITH SILICON COMPOUND LANDING PADS FINISHED GRADE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD821.DWG PLOTTED: 1/25/2019 1:34 PM 01/18/2017 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. SERVICE CABINET FOR STREET ILLUMINATION 821 ---PAGE BREAK--- PUD SECONDARY POSITION TELEPHONE AND/OR TV NOTES RISER POSITION DETAIL 1. WEATHERHEAD SHALL BE LOCATED 8" BELOW SECONDARY. THE PUD WILL MAKE ALL SECONDARY 2. SERVICE CONNECTIONS AT THE POLE. 3. THE FIRST TEN (10) FEET OF RISER SHALL BE RIGID GALVANIZED STEEL OR SCHEDULE 80 PVC CONDUIT AND REMAINING PORTION SHALL BE SCHEDULE 40 PVC OR SCHEDULE 80 PVC. 4. APPLY A BITUMINOUS COATING ON BURIED PORTION OF STEEL CONDUIT 5. GROUND CLAMP & TAP TO POLE GROUND REQUIRED WHEN FIRST TEN (10) FEET OF RISER IS RIGID STEEL. SERVICE LEADS SHALL BE 5'0" MIN. TO REACH SECONDARY CONDUCTORS WITHOUT SPLICES STANDOFF 5/8"Ø x8' GROUND ROD RISER DETAIL 7' MIN CLR TO FIRST STANDOFF FINISHED GRADE (TYP) 18" MIN WEATHERHEAD 8" 40" MIN EXISTING PUD POLE NEW OR EXISTING GROUND SYSTEM 18' 4" MIN CLR 4" MIN SPACING FROM POLE TO CONDUIT RISER AND STANDOFF ON SAME SIDE AS TRANSFORMER AND/OR GRID GAIN T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD822.DWG PLOTTED: 1/25/2019 1:35 PM 12/30/2016 RYAN SASS COREY HERT PAUL WILHELM LAK Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. CONDUIT RISER DETAIL FOR PUD SERVICE DROP 822 ---PAGE BREAK--- LIGHTING REFERENCE NO. VI-EVR/9-EVR2-DCT/13' TYPE A TWIN FIXTURE MOUNTING TYPE B SINGLE FIXTURE MOUNTING 12' POLE HEIGNHT 13'-2" LIGHT CENTER 12" 13'-0" 15' 8-1/2" LIGHT FIXTURE PER SPECIFICATIONS. SEE TABLE ON THIS DRAWING FLOWER BASKET HANGER. FIELD MOUNTED BY OTHERS SEE DETAIL ON STANDARD DRAWING 824. GALVAINIZED STEEL POLE (TAPERED, 11GA, OCTAGON, ASTM A570) SPLIT CAST ALUMINUM BASE WITH REMOVABLE ACCESS DOOR. SEE DETAIL ON STANDARD DRAWING 824. PEDESTRIAN LIGHT ONLY USED WITH APPROVAL OF CITY ENGINEER 6" 20A, 120V, GFCI RECEPTACLE WITH WEATHER PROOF COVER. (LOCATED IN-LINE WITH HANDHOLE) 16EVR2 CAST ALUMINUM TWIN ARM ASSEMBLY 18EVR CAST ALUMINUM FIMAL 1x36x6 A307 GALV. PRIME & FINISH PAINT, EVERETT GREEN ASTM A570=88, Gr. 33 STEEL TAPERED, 11GA. OCTAGON ASTM A356 ALUMINUM "EVERETT" SPLIT BASE ASSEMBLY PER MANUFACTURER SPECIFICATIONS ANCHOR BOLTS: FINISH: LIGHT SOURCE: FIXTURE STYLE SUPPORT POLE: CASTINGS STYLE LAMP POST STYLE: MATERIAL: MATERIAL: TWIN 20" DECORATIVE CYCLONE CG21T4-AGPF-3L-67W-4K-240-EA1- GCY03P-F1AP-R30-RAL6012TX LED, 67 WATTS, 4000K, IES TYPE III - OR AS SPECIFIED FLOWER BASKET HANGER: T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD823.DWG PLOTTED: 1/25/2019 1:35 PM 04/27/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DECORATIVE STREET LIGHT TYPE A & TYPE B POLES 823 ---PAGE BREAK--- 1/4" TYP. (OLYMPIC LIGHTING REFERENCE NO. 85-FBH18") 2'-6" DIA ROUND 8" 6' (OR PER FDN DESIGN) 2-1/2" CLR TYP NOTES 1. ANCHOR BOLT, SIZE & CIRCLE DIAMETER PER MANUFACTURERS SHOP DRAWINGS. 2. 2" NOM GROUT PAD WITH 1/2"DRAIN HOLE. FOUNDATION FLUSH IN PAVED AREAS. 3. EXTEND 2'-6"DIAMETER FOUNDATION 1" MINIMUM ABOVE FINISHED SIDEWALK. TOP SURFACE OF FOUNDATION SHALL BE LEVEL WITH 1/2" CHAMFER. 4. CONNECT SYSTEM GROUND TO POLE GROUND STRAP AND EXTEND GROUND TO ALL EQUIPMENT. 5. ALL CONDUITS SHALL EXTEND 3" ABOVE FOUNDATION. 6. CONCRETE SHALL BE COMMERCIAL MIX CONCRETE AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS. 7. FOUNDATION WILL BE POURED IN PLACE WITH FORMING OF TOP 3-1/2". 8. FOR SPECIFIC LOCATION AND SURROUNDING ITEMS LIKE JUNCTION BOXES AND SIDEWALKS SEE PLANS. FOUNDATION SECTION FLOWER BASKET HANGER (OPTIONAL) ANCHOR PLATE DETAIL BASE A BOLT CIRCLE ∅ HANDHOLD BOLT SLOTS HOLES TO BE COUNTER SUNK FOR 1/2" FLAT HEAD SCREW (2 EACH SIDE & HANDHOLE) TWIN FIXTURE BASE SPECIFICATIONS DIMENSION ITEM SINGLE FIXTURE 18" 24" 30" 40" DIMENSION B CAST ALUMINUM MATERIAL CAST ALUMINUM 14" 2 1/2" 1/2" 20" 1" SCH 40 ALUM PIPE ATTACH ALUM SCROLL D & T Ø 3/8" 1 2 3 4 5 6 8 VERTICAL #7 BARS EQUALLY SPACED # 4 HORIZONTAL HOOPS AS REQUIRED AT 1"-0" CENTERS VERTICALLY 5/8" x 8' COPPER CLAD GROUND ROD 8 7 1 1/4" Ø T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD824.DWG PLOTTED: 1/25/2019 1:35 PM 04/26/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. DECORATIVE STREET LIGHT * ANCHOR PLATE SPECIFICATIONS PLATE BOLT CIRCLE ITEM BOLT SLOTS ANCHOR BOLT LENGTH PER MANUFACTURE SPECIFICATIONS. 824 TYPE A TWIN FIXTURE TYPE B SINGLE FIXTURE 1' THICK A36 STEEL 1' THICK A36 STEEL 9"Ø 12"Ø 1 - 1/8" ACCEPTING 1"Ø 1" x 36" GALVANIZED A307 GALVANIZED * 1 - 1/4" ACCEPTING * ---PAGE BREAK--- PLAN VIEW SECTION A-A FRONT SIDE REAR SIDE 10" 6" 24" 32" 24" 16" 5" 5" 26" CONCRETE PAD EACH SIDE IN UNPAVED AREAS CONTROLLER CABINET SEAL WITH SILICONE COMPOUND CONDUIT SHALL EXIT FOUNDATION IN THIS AREA COMMERCIAL MIX CONCRETE PER WSDOT STANDARD SPECIFICATIONS TYPICAL 4" TYP 4" 18" CONDUIT 3" FINISHED GRADE A A 4 ANCHOR BOLTS PER SPECIFICATIONS OF CABINET MANUFACTURER T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD825.DWG PLOTTED: 1/25/2019 1:35 PM 08/02/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. 332 CABINET FOUNDATION DETAIL 825 ---PAGE BREAK--- SECTION A-A PLAN VIEW 16" 16" 16" 48" 5" 10" 24" 29" 12" 12" 24" 24" 4" CONDUIT SHALL EXIT FOUNDATION IN THIS AREA FRONT FACE OF CABINET CONTROLLER CABINET 1" x 45° CHAMFER COMMERCIAL MIX CONCRETE AS CALLED OUT IN WSDOT STANDARD SPECIFICATIONS CONDUIT 3" SEAL CABINET TO FOUNDATION WITH SILICONE COMPOUND CONCRETE PAD 4 ANCHOR BOLTS AS SPECIFIED BY CABINET MANUFACTURER CONDUITS SIZE & NUMBER SEE PLANS A A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD826.DWG PLOTTED: 1/25/2019 1:35 PM 04/27/2017 RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. NEMA CABINET FOUNDATION DETAIL 826 ---PAGE BREAK--- INSTALL EMERGENCY PRE-EMPTION BEACON ON THREADED 1/2" PIPE NIPPLE PEDESTRIAN SIGNAL MOUNTING BRACKET REMOVE EXISTING 3-WAY COUPLING; INSTALL 4-WAY PIPE COUPLING PEDESTRIAN SIGNAL PEDESTRIAN SIGNAL RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. EMERGENCY PRE-EMPTION BEACON MOUNTING DETAIL FOR TYPE PS POLE T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD827.DWG PLOTTED: 1/25/2019 1:36 PM 827 04/27/2017 ---PAGE BREAK--- X+4" (FOUNDATION) XP (CABINET) FOUNDATION & PAD NOTES PLAN 36" 1. FORMED CONSTRUCTION. 2. COMMERCIAL CONCRETE. 3. 1/2" CHAMFER AT FOUNDATION TOP. 4. STAINLESS STEEL ANCHOR BOLTS, LOCATION, SIZE AND QUANTITY PER CABINET MANUFACTURES SPECIFICATION. 5. FOUNDATION AND PAD TO SIT UNDISTURBED SOIL. 6. CONDUIT TO EXTEND A MIN OF 6"ABOVE FOUNDATION. 7. TOP SURFACE SHALL BE LEVEL. SECTION A-A 1" MIN (CABINET) Y (CABINET) 24" 4" 14" ACCESS SIDE Y+4" (FOUNDATION & PAD) 24"MIN (PAD) CONCRETE PAD REQUIRED ON ALL SIDES WITH CABINET ACCESS ACCESS DOOR CABINET CONDUIT ACCESS AREA PER MANUFACTURERS RECOMMENDATION FOUNDATION 1/2" x 45° CHAMFER (ALL TOP SURFACES) FINISHED GRADE PAD FOUNDATION CONDUIT TYPE & SIZE PER PLANS & SPECIFICATIONS. 18" MIN COVER UNDISTURBED SOIL TYPICAL SEAL BASE OF CABINET TO FOUNDATION WITH SILICONE A A T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD828.DWG PLOTTED: 1/25/2019 1:36 PM RYAN SASS COREY HERT PAUL WILHELM ESH Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. TRAFFIC ELECTRICAL CABINET FOUNDATION DETAIL 828 04/27/2017 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS DRAWING INDEX 10 900 TRANSIT 901 Bus Turnout Dimensions 902 Bus Stop Dimensions 904 Bus Shelter 905 Bus Turning Radii ---PAGE BREAK--- 1. LOCAL ACCESS & STREETS AS DEFINED BY STANDARD DRAWING 300, DO NOT REQUIRE BUS TURNOUTS. 2. LOCATION AND REQUIREMENT FOR BUS STOPS WILL BE AT THE DIRECTION OF THE CITY ENGINEER. 3. PAVEMENT SECTION FOR BUS TURNOUT SHALL BE THE SAME AS REQUIRED FOR THE ADJACENT STREET, SEE STANDARD DRAWING 301. PRINCIPAL ARTERIAL MINOR ARTERIAL COLLECTOR ARTERIAL NOTES 50' 50' 50' 12' DESIRABLE 10' MIN 12' DESIRABLE 10' MIN 100' 50' 100' 50' 50' 12' DESIRABLE 10' MIN 150' DESIRABLE 50' 150' DESIRABLE 100' MIN 100' MIN 12/30/2016 901 RYAN SASS COREY HERT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BUS TURNOUT DIMENSIONS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD901.DWG PLOTTED: 1/25/2019 1:38 PM ---PAGE BREAK--- NEARSIDE STOP MID-BLOCK STOP FARSIDE STOP DIMENSIONS NOTES 1. LOCATION OF BUS STOPS MUST BE APPROVED BY THE CITY ENGINEER. 2. INSTALL BUS STOP SIGN (R7-28 OR R7-29) A MIN OF 2-1/2' BACK FROM FACE OF CURB OR BEHIND BACK OF SIDEWALK AS APPLICABLE. 3. INSTALL BUS ZONE NO PARKING SIGNS (R7-107A) A MIN OF 2-1/2' BACK FROM FACE OF CURB OR BEHIND BACK OF SIDEWALK AS APPLICABLE. A. BERTH - 50' FOR SINGLE 40' BUS. B. ENTRANCE CLEARANCE - 60' MIN. FOR HIGH SPEED AND/OR HIGH VOLUME STREETS. C. EXIT CLEARANCE - 40' MIN, 50' DESIRABLE FOR HIGH SPEED AND/OR HIGH VOLUME STREETS. D. CLEARANCE - 25' IF ROUTE APPROACH/CONTINUES STRAIGHT. 50' IF ROUTE APPROACH/CONTINUATION REQUIRES TURN AT INTERSECTION. C A B 2 3 3 3 2 3 3 2 B A D RED/YELLOW CURB ZONE TYPICAL D A C 01/11/2017 902 RYAN SASS COREY HERT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BUS STOP DIMENSIONS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD902.DWG PLOTTED: 1/25/2019 1:38 PM ---PAGE BREAK--- 6.5' END ELEVATION 3.0' 4.5' MIN 5.5' MIN 2.5' MIN FOC 2.5' MIN CLEAR ZONE 1.0' 2.5' 12.0' 4.0' 10.0' MIN FRONT ELEVATION 7.5' MIN 1.0' MIN 0.5' 1.0' 0.5' 1.0' MIN TYP LOCATION 1.0' 12.0' MIN 4.5' REINFORCEMENT LAYOUT 5.5' MIN 5' MIN 1.5' MIN 4.5' MIN BENCH SIDEWALK PER STANDARD DRAWING 312 1/4" TEMPERED GLASS 1/4" TEMPERED GLASS 1' 1.5' 15" CRUSHED SURFACING TOP COURSE CONCRETE CLASS 3000 15" CRUSHED SURFACING TOP COURSE REINFORCEMENT GRID REINFORCEMENT GRID R/W 1/4" TEMPERED GLASS 2" DIA PVC DRAIN HOLE, 2 EACH CURB AND GUTTER PER PLANS WELDED WIRE FABRIC 6x6, W4 x W4 5' 5' 8' ADA PAD 4.5' MIN WHEELCHAIR SPACE 02/14/2017 904 RYAN SASS COREY HERT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BUS SHELTER & FOUNDATION PAD DETAILS T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD904.DWG PLOTTED: 1/25/2019 1:38 PM ---PAGE BREAK--- NOTES 180° 45° 135° 90° TURNING TEMPLATE PATH OF OUTER LEFT FRONT CORNER PATH OF RIGHT REAR WHEEL 8'-6" 24'-0" 40'-10" R2 R1 TEMPLATES FOR RIGHT-TURN ONLY. REVERSE FOR LEFT-TURN. MINIMUM R1=RADIUS OF INNER REAR WHEEL 30' R2= RADIUS OF OUTER FRONT CORNER 50' RECOMMENDED R1=RADIUS OF INNER REAR WHEEL 35' R2= RADIUS OF OUTER FRONT CORNER 55' SCALE FEET 12/30/2016 905 RYAN SASS COREY HERT PAUL WILHELM WRB Filename CITY OF EVERETT PUBLIC WORKS DEPARTMENT TITLE City Engineer Section Manager CAD Manager Drawn By Current Rev Date STANDARD DRAWING No. BUS TURNING RADII T:\ACAD\EPS-COE DESIGN & CONSTR SPECS FOR DEVELOPMENT\IN-WORK\STD905.DWG PLOTTED: 1/25/2019 1:39 PM